Hydraulic Modelling and Inundation Mapping

April 2012

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL PROJECT

Submitted to: Frank Frigo City of Calgary, Water Centre Mail Code #428 625 - 25 Avenue SE Calgary, Alberta, T2P 2M5 Peter Onyshko Alberta Environment and Water 11th Floor, Oxbridge Place 9820 106 Street NW Edmonton, Alberta, T5K 2J6

Report Number: 09-1326-1026.7000 Distribution:

REPORT 5 copies City of Calgary 5 copies Alberta Environment and Water 1 copy Golder Associates Ltd.

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Executive Summary

The City of Calgary (The City), in partnership with Alberta Environment and Water (AEW), engaged Golder Associates Ltd. (Golder) to undertake this Bow and Elbow River Updated Hydraulic Model Project. After the flood event in June 2005, The City and AEW conducted a detailed review of the recorded high watermarks (HWMs) associated with this flood event along the Bow and Elbow River reaches. It was found that a significant discrepancy exists between the observed maximum water levels and those that are simulated using the 1983 HEC-2 model (The City, March 2009). To address this discrepancy, The City and AEW decided to update the existing hydraulic model originally prepared in 1983 and modified in 1996.

The objective of this study is to develop a new HEC-RAS hydraulic model for the Bow and Elbow River reaches through The City based on recent river channel survey data and flow and water level measurements. This model was used to prepare the flood inundation maps for the 1:5, 1:10, 1:20, 1:50 and 1:100 year flood events. The results of this study will be used primarily to support emergency response planning and operations. The results of this hydraulic modelling study will also provide additional information for assisting in current flood hazard area management, and an enhanced basis for a better understanding of fish habitat, river morphology and erosion, water quality and storm water runoff impacts. Hydraulic Modelling The Bow River hydraulic model study reach extends from Bearspaw Dam to the Highwood River confluence. The Elbow River hydraulic model study reach extends from The Calgary limit at 101st Street SW located upstream of Glenmore Reservoir to its confluence with the Bow River.

A one-dimensional HEC-RAS model was set up in a way that it is capable of handling all flow scenarios within one geometry file. Separate branches were introduced at Bowness Island, Prince’s Island and Zoo Island along the Bow River study reach and at Riverdale Avenue, Roxboro Road, 26th Avenue SW, 25th Avenue SW, 22nd Avenue SW and Calgary Stampede along the Elbow River study reach.

The cross sectional geometries are based on an integrated Digital Elevation Model (DEM) that was developed based on the City DEM, an interpolated DEM of the bathymetry of both the Bow and Elbow River and other sources (Golder, 2011). Manning’s n roughness values were applied using the distributed roughness approach and 10 different basic roughness classes. The initial roughness distribution was derived from the bank lines, data from the Parks Asset and Reporting and Information System (PARIS) of The City and Streets as flow split channels along the Elbow River.

The HEC-RAS model contains a total number of 333 cross sections along the Bow River study reach and 240 cross sections along the Elbow River reach downstream of Glenmore Dam. The open boundaries of the model are the upstream end of the Bow River at Bearspaw Dam, the upstream end of the Elbow River at The City limits west of Glenmore Reservoir, and the downstream end of the Bow River at the Highwood River confluence. As the model was run in steady subcritical mode, the upstream boundary conditions were simply river discharges. The downstream boundary condition on the Bow River at the Highwood River confluence is Normal Depth using a slope of 0.22%.

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

The Bow and Elbow River bed roughness values were calibrated for low flow conditions (measured discharge and water level data collected over a five month period from April 16 to September 20, 2010) and high flow (2005 flood event) conditions. The calibrated channel bed Manning’s values along the Bow River sub-reaches range from 0.030 to 0.040. The mean difference between the simulated and the surveyed HWMs by AEW for the 2005 flood event along the Bow River was -0.02 m with values in the range of ±0.35 m. The calibrated channel bed Manning’s value was 0.035 along the 11.3 km Elbow River study reach. The mean difference between the simulated and the surveyed HWMs by AEW along the Elbow River is +0.08 m with values in the range of -0.17 m to +0.19 m.

The level of uncertainty in the simulated flood levels was estimated based on a model sensitivity analysis. The simulated flood levels are estimated to be, on average, within the range of ±0.17 m along the Bow River and ±0.13 m along the Elbow River study reach for the 100-year flood.

The calibrated HEC-RAS model was validated for both the Bow and Elbow Rivers using available historical flood events. The significant overprediction of historic flood events may be the result of an overprediction of flow rates in those years as well as anthropogenic changes of the flood plains. Results Surface water profiles were simulated for the 1:2, 1:5, 1:10, 1:20, 1:50, 1:100, 1;200, 1:500 and 1:1,000 year flood events using the updated hydraulic model. The frequency discharges for these flood events were previously determined by Golder (Golder 2011). It was assumed that flood flows for all scenarios were only conveyed in the main and side channels. This conservative assumption results in higher water levels because additional flow conveyance behind the flood protection structures would reduce the water levels in the main channel. The flood water levels were calculated under natural conditions. The effect of encroachments is discussed in a separate report (Golder, 2012).

Along the Bow River two pedestrian bridges (Bowmont and Sue Higgins Pedestrian Bridge) are expected to be flooded (flood water levels reach the lower chord) during the 50-year flood. A total of nine bridges are expected to be flooded during the 100-year flood.

Along the Bow River water levels are expected to exceed the low chord elevations of most bridges during the 100-year flood. At 13 of the 19 bridges along the Elbow River, water levels during the 100-year flood are expected to be higher than the minimum bridge deck elevations.

The flood inundation mapping extent covers areas within The City limits. However, due to a lack of updated information along the Elbow River upstream of Glenmore Reservoir, flood inundation mapping for the Elbow River was only prepared for the river reach downstream of Glenmore Dam.

The inundation extent was determined by overlaying the interpolated water surface at the cross sections and the integrated DEM in a Geographical Information System (GIS). In addition to the direct flood inundation area, three types of inundation were distinguished: pooled inundation based on the water level at an overflow location, isolated inundation without direct connection to the flood conveying channel and structure failure inundation behind flood protection walls/berms.

The inundation extent in the Mission/Downtown/Stampede area was estimated based on the assumption of linear interpolation of water levels along multiple breaklines between cross sections along the Elbow River and corresponding cross sections along the Bow River on the north side of the CPR tracks.

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

The main residential and/or commercial development areas along the Bow and Elbow Rivers that would be affected (based on the flood inundation maps) during the 100-year flood are: Bowness, Kensington/Sunnyside, Prince’s Island, parts of downtown Calgary, East Village, Bridgeland, Calgary Zoo, various areas in south Calgary along the Bow River, Riverdale/Elbow Park, Rideau Park/Roxboro, Mission District, Erlton Area, Victoria and Stampede.

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table of Contents

1.0 INTRODUCTION ...... 1

1.1 Background ...... 1

1.2 Scope of Work ...... 1

2.0 AVAILABLE DOCUMENTS AND DATA ...... 4

3.0 MODEL SETUP ...... 5

3.1 Methodology ...... 5

3.2 Model Reaches ...... 5

3.3 Cross Sections ...... 6

3.4 Bridges ...... 11

3.5 Weirs ...... 14

3.6 Boundary Conditions ...... 14

4.0 MODEL CALIBRATION AND VALIDATION ...... 16

4.1 Approach ...... 16

4.2 Low Flow Calibration ...... 16

4.2.1 Bow River Model Calibration ...... 16

4.2.2 Elbow River Model Calibration ...... 17

4.3 High Flow Calibration ...... 24

4.3.1 Bow River Model Calibration ...... 24

4.3.2 Elbow River Model Calibration ...... 24

4.4 Model Validation ...... 30

4.4.1 Bow River Model Validation ...... 30

4.4.2 Elbow River Model Validation ...... 31

4.5 Sensitivity Analysis ...... 31

5.0 FLOOD PROFILES ...... 33

5.1 Methodology ...... 33

5.2 Boundary Conditions ...... 33

5.3 Modelling Results ...... 36

5.3.1 Bow River ...... 36

April 2012 Report No. 09-1326-1026.7000 i

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

5.3.2 Elbow River ...... 36

5.3.3 Bridges ...... 36

6.0 INUNDATION MAPPING ...... 41

6.1 Methodology ...... 41

6.2 Preparation of Inundation Maps ...... 42

6.2.1 Manual Edits to Inundation Maps ...... 42

6.2.1.1 Hillhurst/Kensington/Sunnyside ...... 42

6.2.1.2 Downtown Area (North of CP Railway) ...... 43

6.2.1.3 McDougall Road (Bridgeland) ...... 43

6.2.1.4 Inglewood ...... 43

6.2.1.5 Elbow Park ...... 44

6.2.1.6 Mission/Stampede/Downtown ...... 44

6.2.1.7 Other Special Areas ...... 46

7.0 FLOOD IMPACTS ...... 47

7.1 Flood Impact on Bridges ...... 47

7.2 Flood Impacts on Residential and Commercial Areas ...... 50

7.2.1 Bow River ...... 50

7.2.2 Elbow River ...... 54

8.0 CONCLUSIONS ...... 57

8.1 Model Calibration ...... 57

8.2 Accuracy of Model Predictions ...... 57

8.3 Flood Profiles ...... 58

8.4 Key Inundation Areas ...... 58

8.5 Flood Impacts on Bridges ...... 59

April 2012 Report No. 09-1326-1026.7000 ii

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

TABLES Table 1: Data Provided by the City of Calgary ...... 4 Table 2: Number of Cross Sections in the HEC-RAS Model ...... 8 Table 3: List of Roughness Classes ...... 9 Table 4: List of Bridges in the HEC-RAS Model along the Bow River Study Reach ...... 12 Table 5: List of Bridges in the HEC-RAS Model along the Elbow River Study Reach ...... 13 Table 6: List of Weirs in the HEC-RAS Model ...... 14 Table 7: HEC-RAS Model Boundary Conditions ...... 15 Table 8: Summary of Bow River Flood Events and Comparison of Simulated Water Levels to Surveyed HWM Data ...... 30 Table 9: Summary of Elbow River Flood Events and Comparison of Simulated Water Levels to Surveyed HWM Data ...... 31 Table 10: Flood Discharges along the Bow and Elbow Rivers (Golder 2010) ...... 33 Table 11: Simulated Flow through Side Channels Based on HEC-RAS Split Flow Optimization ...... 34 Table 12: Flood Impacts on Bridges along the Bow River ...... 48 Table 13: Flood Impacts on Bridges along the Elbow River ...... 49

FIGURES Figure 1: Project Area ...... 3 Figure 2: Branches adopted in the Model of the Elbow River ...... 7 Figure 3: Example of Roughness Distribution Based on Land Use Classes (from PARIS – provided by the City) ...... 10 Figure 4: Example of a Small Deep Slot Added to Side Channel Cross Sections ...... 11 Figure 5: Comparison of HEC-RAS and HEC-2 Calibrated Channel Manning’s Values along the Bow River Study Reach ...... 18 Figure 6(a): Comparison of Simulated Water Surface Profile to Surveyed Water Levels along the Bow River Study Reach – Part 1 ...... 19 Figure 6(b): Comparison of Simulated Water Surface Profile to Surveyed Water Levels along the Bow River Study Reach – Part 2 ...... 20 Figure 6(c): Comparison of Simulated Water Surface Profile to Surveyed Water Levels along the Bow River Study Reach – Part 3 ...... 21 Figure 7: Comparison of HEC-RAS and HEC-2 Calibrated Channel Manning’s Values along the Elbow River Study Reach ...... 22 Figure 8: Comparison of Simulated Water Surface Profile to Surveyed Water Levels along the Elbow River Study Reach ...... 23 Figure 9(a): Comparison of Simulated Water Surface Profile to 2005 Surveyed HWMs along the Bow River Study Reach – Part 1 ...... 26 Figure 9(b): Comparison of Simulated Water Surface Profile to 2005 Surveyed HWMs along the Bow River Study Reach – Part 2 ...... 27

April 2012 Report No. 09-1326-1026.7000 iii

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure 9(c): Comparison of Simulated Water Surface Profile to 2005 Surveyed HWMs along the Bow River Study Reach – Part 3 ...... 28 Figure 10: Comparison of Simulated Water Surface Profile to 2005 Surveyed HWMs along the Elbow River Study Reach ...... 29 Figure 11: Simulated Water Surface Profiles for Flood Events along the Bow River Study Reach - Part 1 ...... 37 Figure 12: Simulated Water Surface Profiles for Flood Events along the Bow River Study Reach - Part 2 ...... 38 Figure 13: Simulated Water Surface Profiles for Flood Events along the Bow River Study Reach - Part 3 ...... 39 Figure 14: Simulated Water Surface Profiles for Flood Events along the Elbow River Study Reach ...... 40 Figure 15: Breaklines and Water Levels (100-Year Flood Event) for Inundation Mapping at the Lower Elbow River ...... 45 Figure 16: Detail Bridgeland: Inundation Extent with Assumed Water Surface Gradient on Flood Plain Similar to Bow River Gradient ...... 52 Figure 17: Detail Elbow Park: Inundation Extent with Pooled Water Levels based on Single Spill Point ...... 55

APPENDICES APPENDIX A Model Calibration APPENDIX B Model Validation APPENDIX C Model Sensitivity Analysis APPENDIX D Flood Profiles APPENDIX E Digital Data Deliverables

April 2012 Report No. 09-1326-1026.7000 iv

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1.0 INTRODUCTION 1.1 Background In December 2009, the City of Calgary (The City), in partnership with Alberta Environment and Water (AEW), engaged Golder Associates Ltd. (Golder) to undertake the Bow and Elbow River Updated Hydraulic Model Project. The objective of this project is to develop a new HEC-RAS hydraulic model of the Bow and Elbow Rivers through The City. This project is primarily intended to support emergency response planning and operations through the preparation of flood inundation maps. The results of the hydraulic modelling study will also provide additional perspective on current flood hazard area management and the base for a better understanding of fish habitat, river morphology and erosion, water quality and storm water runoff impacts.

The Bow and Elbow Rivers are the primary watercourses within The City. The most recent comprehensive hydraulic models of the Bow and Elbow Rivers were prepared by AEW as part of the 1983 Calgary Floodplain Study (the 1983 Study), with minor updates in 1996 (AENV, 1983 and 1996). The Bow River hydraulic model study reach extends from Bearspaw Dam to the confluence with the Highwood River. The Elbow River hydraulic model study reach extends from The City limit at 101st Street SW (located upstream of Glenmore Reservoir) to its confluence with the Bow River.

Major floods occurred on the Bow River in 1879, 1897, 1902, 1929, 1932, 1995 and 2005. Records also indicate that major floods occurred on the Elbow River in 1915, 1923, 1929, 1995 and 2005. Major floods are commonly associated with high rainfall or rain-on-snow events during the period of May to July. After the flood event in June 2005, the City and AEW conducted a detailed review of this flood event including flood peak discharges, high water marks (HWM), hourly flow and velocity data, and flood airphotos along the Bow and Elbow River reaches. It was found that a significant discrepancy existed between the observed maximum water levels and those that would have been predicted by the 1983 HEC-2 model (The City, March 2009). To address this discrepancy, the City and AEW decided to pursue an update to the previous modelling work. 1.2 Scope of Work The objective of the Bow and Elbow River Updated Hydraulic Model Project is to develop a newly calibrated HEC-RAS hydraulic model for the Bow and Elbow River study reaches through The City, suitable for flood flow simulations ranging from the 1:2 to 1:1,000 year flood events. The objective of the flood inundation mapping is to prepare inundation maps along the Bow and Elbow River study reaches for the 1:5, 1:10, 1:20, 1:50 and 1:100 year flood events. The scope of work does not include inundation mapping for the 1:2, 1:200, 1:500 and 1:1,000 year flood events.

The scope of work for the HEC-RAS hydraulic modelling and inundation mapping study includes the following:  Conduct a site reconnaissance;  Setup a HEC-RAS model;  Calibrate the HEC-RAS model;  Conduct model sensitivity analysis;  Generate flood profiles;

April 2012 Report No. 09-1326-1026.7000 1

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

 Prepare flood inundation maps;  Review hydraulic modelling and inundation mapping results with The City and AEW; and  Prepare and submit study reports. The latest versions of HEC-RAS (Version 4.1, dated January 2010) and HEC-GeoRAS (Version 4.3 for ArcGIS 9.3) were used in this project. The flood inundation maps were prepared on a 1:7,500 scale base mapping with the 3TM 114° NAD83 coordinate system and datum.

The project study area is shown in Figure 1. It includes the Elbow River, Bow River and its tributaries within The City boundaries, (i.e., Nose Creek, Fish Creek and Pine Creek).

The Bow River hydraulic model study reach extends from Bearspaw Dam to the Highwood River confluence. The Elbow River hydraulic model study reach extends from The City limit at 101st St. SW located upstream of Glenmore Reservoir to its confluence with the Bow River.

The inundation mapping extents covers areas within The City limits. However, due to a lack of updated information along the Elbow River upstream of Glenmore Reservoir, inundation mapping for the Elbow River was only conducted downstream of Glenmore Dam.

April 2012 Report No. 09-1326-1026.7000 2

Rg.3 -20000 -10000 0 10000 20000

Tp.26 Rg.27

Rg.3 Rg.2 Rg.1 W5M Rg.28 Rg.29 W4M

Ã Ä B e 1A d d k i e n e Calgary g r t C o 5670000 n 5670000

C e

r s e o F e k N Tp.25

BEARSPAW ³

DAM

% F F

Ã Ä

5660000 1 5660000

B Tp.24 ow

R i Ã

v F

er Ä Chestermere

F 1A

F Ã 8 Ä Elb ow R iver F k e re C % st Lo 5650000 5650000

Glenmore

Reservoir Tp.23 F

Fish Cr eek

22X Ä

Ã Ä 22 Ä 22X 5640000 5640000

Tp.22 F

w R iver

Ã 5630000 Ä 5630000 2

er Tp.21 iv F

d Ã o Ä o

2A g i

-20000 -10000 0 10000 20000 LEGEND 5 0 5 RAILWAY DAM % WATERCOURSE F SCALE 1:250,000 KILOMETRES FLOW DIRECTION POPULATED PLACE STUDY REACH WATERBODY PROPOSAL TRANSPORTATION FEATURES BOW AND ELBOW RIVER UPDATED DIVIDED HIGHWAY HYDRAULIC MODEL PROJECT PRIMARY HIGHWAY SECONDARY HIGHWAY TITLE MAJOR ROAD PROJECT AREA

REFERENCE PROJECT No. P913261026 SCALE AS SHOWN REV. 0 Hydrography data obtained from IHS Energy. Transportation data obtained from DMTI. Parks and DESIGN HZ 13 Oct. 2009 Protected Areas obtained from Alberta Tourism, Parks and Recreation. GIS BF 20 Oct. 2009 Projection: 3TM Central Meridian -114° Datum: NAD 83 CHECK HZ 20 Oct. 2009 FIGURE: 1 Calgary, Alberta I:\2009\P913261026\Mapping\MXD\BowRiver_Dam_20091020.mxd REVIEW DL 25 Oct. 2009 BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

2.0 AVAILABLE DOCUMENTS AND DATA Table 1 below summarizes available study reports and data provided by The City and AEW for this study. Table 1: Data Provided by the City of Calgary No. Description Data Author

1 City of Calgary Floodplain Study 1983 Alberta Environment

W-E-R Engineering/ IBI Group/ 2 Draft Elbow River Flood Plain Management Study 1986 Ecos Engineering

3 Elbow River / Rockyview Flood Risk Mapping Study 1996 AGRA Earth & Environment Ltd.

Elbow River / Rockyview Flood Risk Mapping Study 4 1996 AGRA Earth & Environment Ltd. HEC-2 files Elbow River / Rockyview Flood Risk Mapping Study 5 1996 AGRA Earth & Environment Ltd. DEM files Alberta Environment and City of 6 2005 High Watermark Survey 2005 Calgary

7 2005 Flood Report 2005 City of Calgary

8 Glenmore Reservoir Bathymetry 2006 City of Calgary

9 LiDAR Data from TransAlta Studies 2007 TransAlta

Estimated River Levels at WID Weir after Construction 10 2007 Northwest Hydraulic Consultants from Comprehensive Physical Model Hydraulic Model Evaluation using 2005 High 11 Watermark Data for Bow and Elbow Rivers through 2007 Alberta Environment Calgary

12 Glenmore Reservoir Spillway Curves 2008 City of Calgary

13 Draft June 2005 River Flood Data Report 2009 City of Calgary

Various Digital Geographic Information Data (e.g. City 14 DEM, road network, railroads, 2010 air photography, various City of Calgary inundation extent of 2005 flood, land use) Hydrology Study, Bow and Elbow River Updated 15 2010 Golder Associates Hydraulic Model Project Survey Data Collection and DEM Creation, Bow and 16 2011 Golder Associates Elbow River Updated Hydraulic Model Project

April 2012 Report No. 09-1326-1026.7000 4

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

3.0 MODEL SETUP 3.1 Methodology The HEC-RAS (Version 4.1, dated January 2010) model was used to develop the new Bow and Elbow River hydraulic model system. HEC-RAS is a hydraulic model that can be used to perform one-dimensional (1-D) calculations for natural and constructed channels. The model was developed at the Hydrologic Engineering Center of the U.S. Army Corps of Engineers (USACE). The software has a Graphical User Interface (GUI), 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 by solving the energy equation between cross-sections. It can be used for modelling mixed flow regimes that includes subcritical, supercritical, hydraulic jump and drawdown in the unsteady flow module, but for this study was run in subcritical, steady mode. 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.

The HEC-GeoRAS module (Version 4.3, dated February 2011) was used to prepare cross-sectional data based on the integrated Digital Elevation Model (DEM) that was produced using the DEM provided by The City, river survey data and various other data sources (Golder 2011).

Both The City and AEW prefer to have a model setup that is capable of handling all flows within one geometry file. The Manning’s n roughness value may vary between low flows and high flows. The main focus of this hydraulic model study is simulation of flood flows. Therefore, even though during the model calibration process both low and high flows were considered, a good representation of flood flows was considered higher priority than low flows, if applicable. 3.2 Model Reaches In a 1-D hydraulic model like HEC-RAS, water level elevations are considered equal in the main channel and the side channel(s), unless the side channels are represented as separate branches. Separate branches were introduced at Bowness Island, Prince’s Island and Zoo Island along the Bow River study reach because significant water level differences were expected between the main channel and these side channels.

Along the Elbow River study reach downstream of Glenmore Dam, no significant islands exist. However, during flood events on the Elbow River it is expected that flood water would be conveyed by streets forming separate branches in which flow conditions and water level elevations are different from the main channel. Accordingly, these streets/floodways were introduced as separate branches along the Elbow River study reach, including: Riverdale Avenue, Roxboro Road, 26th Avenue SW, 25th Avenue SW, 22nd Avenue SW and Calgary Stampede. Details of these branches are as follows:  Riverdale Avenue: The upstream end of the reach was connected to the Elbow River at its west end. The downstream end is connected to the Elbow River downstream of the Pedestrian Bridge east of 8th St. SW. It was assumed that the residential houses between Riverdale Avenue and Elbow River form a barrier between the two reaches.  Roxboro Road: A significant side channel is formed along Roxboro Road during flood flows, conveying flows parallel to the Elbow River from its west end across 4th St. SW to its east end at Roxboro Road/Roxboro Park. It was assumed that the residential houses between Roxboro Road and Elbow River form a barrier between these two reaches.

April 2012 Report No. 09-1326-1026.7000 5

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

 26th Avenue SW: During the 2005 flood it was observed that a portion of the Elbow River flows were conveyed along 26th Ave. SW east of 1st St. SW. This short section of 26th Ave. SW was included as a separate branch in the HEC-RAS model.  25th Avenue SW: North of 25th Ave. SW, the Elbow River flows north, then east around the Talisman Centre/Lyndsay Park, then south-east along the south side of the Calgary Stampede Ground and back north to the Bow River. The area between the 25th Ave. SW bridge and Calgary Stampede is prone to inundation during flood events. Furthermore, it is assumed that 25th Ave. SW forms an additional side channel that is activated for flow events larger than the 50-year flood.  22nd Avenue SW: This is a designated floodway. The west extension of 22nd Ave. SW to the Elbow River is constructed as a weir to convey a portion of the Elbow River flood flows. It is, therefore, included as a separate branch in the HEC-RAS model with a downstream connection near the LRT Bridge.  Calgary Stampede: It is protected by a dyke on the north side of the Elbow River between MacLeod Trail/LRT and 3rd St. SE. It was assumed that portions of the Elbow River flows would flood the Stampede grounds south of the Stampede Grand Stand and flow north along the race track and back into the Elbow River upstream of the Stampede Park South/Saddledome Access Bridge.

These branches and connection points along the Elbow River study reach between Riverdale Avenue and the Calgary Stampede areas are shown in Figure 2.

The existing model geometry (1983 Study) was used upstream of Glenmore Reservoir without modification because no recent survey information was available along this reach of the Elbow River.

All branches were connected to the main channels of the Bow and Elbow Rivers resulting in one integrated model. The amount of flow separation was calculated automatically by HEC-RAS using the optimized calculation method. The branch alignments followed the thalweg as determined by the river survey.

Junctions and flow splits are modelled using the energy equation, which is the standard procedure in HEC-RAS for steady flow simulations. The initial flow split estimates at the junctions are discussed in Section 3.6. 3.3 Cross Sections The HEC-RAS model is based on cross sections along the river reaches. The cross section geometries were extracted from the integrated Digital Elevation Model (DEM) that was produced based on the DEM provided by The City, river survey data and various other data sources (Golder 2011). HEC-GeoRAS was used to define the channel alignments, river stations, the connections between the main channels of the Bow and Elbow Rivers, and the branch channels. Table 2 presents an overview of the reaches of the HEC-RAS model and the number of cross sections in each reach. The locations of cross sections were selected based on the locations of surveyed cross sections and model requirements.

April 2012 Report No. 09-1326-1026.7000 6

9 AV SE

11 AV SW

12 AV SW E W

T S i

E S R

W 5 w o

S R B

T o T

D e

8 O d e E

L p

C m

A a 17 AV SW t

M S

T tween22Av S e S

B W

e d 22AvSW 22AvSW e p To3StSE m S t a 25AvSE 25AvSW ToStampede To22AvSW 3StSE To25AvSE

W 25Av

S 26 Ave SW

2 StSW 5 AV T To1 SE

S d an 4 sl 1 I 26AvTo25AvSW d SW oro R xb o RoxboroOutTo26Av R 1StToRoxboroOut

E D lb O o E w L D C r A To Is M lan E d S

owDr O Elb F

o K PT er C Riv A

B d e x Av m le . a 8 erd 1 iv 4 R 0 42 AV SE 2 1 0 2 _

P W _ S p a R

M T s D e D

h a c m O n T E a r o L

B R C

_ i v A 2 e _ r M

g P i a F

\ rk L A N I F \ y g LEGEND o l 500 0 500 o r BRIDGE d y H

\ CHANNEL CENTRE LINE

1 SCALE 1:20,000 METRES A CROSS SECTION S L \ LOCAL ROAD PROJECT D X

M MAJOR ROAD

\ BOW AND ELBOW RIVER g n i RAILWAY UPDATED HYDRAULIC MODEL PROJECT p p a TITLE M \ 6 2 0

1 BRANCHES ADOPTED IN THE - 6 2

3 MODEL OF THE ELBOW RIVER 1 - 9 0 \

6 PROJECT 09-1326-1026 FILE No. 2

3 REFERENCE

1 DESIGN WP 18 Jan. 2012 SCALE AS SHOWN REV. 0 -

9 TRANSPORTATION DATA, CITY BOUNDARY, AND (2011) IMAGERY OBTAINED FROM

0 GIS DC 19 Jan. 2012 \

9 THE CITY OF CALGARY.

0 CHECK WP Apr. 16, 2012 0 PROJECTION: 3TM W114 DATUM: NAD 83 FIGURE: 2 2 \

: Calgary, Alberta REVIEW HZ Apr. 16, 2012 I BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table 2: Number of Cross Sections in the HEC-RAS Model

From River To River Number of Length River Reach Station Station Cross (m) (m) (m) Sections

Bow River Dam to Bowmont 62521 69367 6846 37 Bow River Bowmont Island 61651 62521 870 3 Bow River Bowmont to Prince 50393 61651 11259 65 Bow River Prince Island 49016 50393 1377 8 Bow River Prince to Zoo 47901 49016 1115 12 Bow River Zoo to Elbow 47184 47901 717 5 Bow River Elbow to ZooEnd 45785 47184 1400 6 Bow River Zoo End to DSBC 0 45785 45785 197 Bowmont Side Bowmont Side 0 874 874 3 Prince Side Prince Side 0 1130 1130 14 Zoo Side Zoo Side 0 2064 2064 12 Elbow River Dam to River Park 8389 11420 3031 110 Elbow River River Park to Elbow Dr. 7549 8389 841 18 Elbow River Elbow Dr. to Island 5281 7549 2268 47 Elbow River Island to 1st St. SW 4466 5281 815 17 Elbow River 1st St. to Roxboro Out 4298 4466 168 3 Elbow River Roxboro Out to 26th Ave. 4136 4298 162 3 Elbow River 26th Ave. to 25th Ave. SW 4072 4136 64 2 Elbow River 25th Ave SW to 22nd Ave. SW 3710 4072 362 11 Elbow River Between 22nd Ave. SW 2623 3710 1087 30 Elbow River 22nd Ave SW to 25th Ave Out 2581 2623 43 2 Elbow River 25th Ave Out to 3rd St. SE 2383 2581 198 6 Elbow River 3rd St. SE to Stampede 1399 2383 984 21 Elbow River Stampede to Bow River 0 1399 1399 25 Riverdale Ave Riverdale Ave. 0 820 820 6 Roxboro Road SW Roxboro Rd. SW 0 977 977 12 26th Avenue SW 26th Ave. SW 0 297 297 6 25th Avenue SW 25th Ave. SW 0 630 630 9 22nd Avenue SW 22nd Ave. SW 0 480 480 6 Calgary Stampede Stampede 0 630 630 6

TOTAL 702

April 2012 Report No. 09-1326-1026.7000 8

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

The HEC-RAS model contains a total number of 333 cross sections along the Bow River study reach. It has 279 cross sections along the 57.8 km river study reach between Bearspaw Dam and The City downstream limit resulting in an average cross section spacing of 207 m. The cross section spacing was increased for the river reach between The City downstream limit and the Highwood River confluence because the hydraulic model was used to provide a downstream boundary condition at The City limit along this downstream study reach.

The Elbow River study reach below Glenmore Dam is 11.2 km in length. The HEC-RAS model of the Elbow River contains 55 cross section upstream of Glenmore Dam and 240 cross sections downstream of Glenmore Dam (including the additionally interpolated cross sections at bridges) resulting in an average cross section spacing of 45 m.

The main channel left and right bank stations along the channel bank lines were defined according to The City DEM using HEC-GeoRAS. Manning’s n roughness values were applied using the distributed roughness approach. This allows multiple roughness values within each cross section. The initial roughness distribution was derived from the following sources:  Bank lines from the DEM to identify the main channels of the Bow and Elbow Rivers;  Data from the Parks Asset and Reporting and Information System (PARIS) of The City including natural areas and habitats; and  Streets as flow split channels along the Elbow River. These data sources were combined into one integrated roughness distribution dataset including 10 different basic roughness classes as listed in Table 3. This roughness distribution was applied to the cross section in HEC-GeoRAS. An example of the roughness distributions is shown in Figure 3. The initially selected roughness values were modified during the model calibration. Table 3: List of Roughness Classes No. Description Habitats from PARIS (1)

1 Bow River bed from Highwood River to Louise Bridge -

2 Bow River bed from Louise Bridge to Shouldice Park -

3 Bow River bed from Shouldice Park to Bearspaw Dam -

4 Elbow River bed - Native Grassland, non-native vegetation Grassland 5 (mostly grass), Wetland Upland low shrub, upland tall shrub, riverine Bushes/shrubs 6 tall shrub (willows) Aspen forest, Balsam popular forest, white Trees 7 Spruce forest 8 City area (Urban mixture) Disturbed, all other areas

9 Streets (along Elbow River side channels) -

10 Other natural area Other natural areas

(1) Parks Asset and Reporting and Information System

April 2012 Report No. 09-1326-1026.7000 9

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure 3: Example of Roughness Distribution Based on Land Use Classes (from PARIS – provided by the City)

April 2012 Report No. 09-1326-1026.7000 10

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

The side channels along the Elbow River (see Section 3.2) are dry under normal flow conditions and only convey flows during flood events. Dry river reaches with no discharge are not allowed in HEC-RAS. This model limitation was overcome by introducing small deep slots in the cross sections of the side channels at the Elbow River. The slots have a width of 0.3 m. The slot depths were defined in a way that the resulting thalweg of each side channel is a linear connection between the upstream and downstream ends of each side channel (see Figure 4). The slot would be calculated as the "main channel" in HEC-RAS and the surrounding areas as "floodplains". This is necessary to ensure correct calculations of the hydraulic radius, which influences the conveyance calculation in HEC-RAS.

The introduction of small deep slots allows the use of automatic flow split optimization in HEC-RAS. The slot width of 0.3 m was selected to ensure that not more than 1% of the total flow in the Elbow River was diverted into the slots during low and normal flow conditions.

.04 .03 . .03 1051 0 5 Legend Ground Bank Sta 1050

1049

1048 Elevation (m)Elevation

1047

1046

1045 0 10 20 30 40 50 Station (m) Figure 4: Example of a Small Deep Slot Added to Side Channel Cross Sections 3.4 Bridges There are a total of 42 bridges along the Bow River study reach (see Table 4) and 19 bridges along the Elbow River study reach (see Table 5). The bridge geometries used in the HEC-RAS model were based on the river and bridge surveys completed in 2010 (Golder 2011).

All bridges were coded into the HEC-RAS model including those which do not influence water levels during flood events because they do not form a constraint to the flow (e.g. clear span bridges with sufficient freeboard over the 100-year flood). Losses through bridges were calculated using the energy equation (standard step method).

April 2012 Report No. 09-1326-1026.7000 11

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table 4: List of Bridges in the HEC-RAS Model along the Bow River Study Reach River No. River Station Name Description Type (m) 1 Bow River 65773 Stoney Trail Bridge - 5-Span 2 Bow River 64207 85th St. NW Bridge - 4-Span 3 Bow River 63565 Bowmont Bridge Pedestrian Bridge Pedestrian 4 Bow River 63474 CP Rail Twin Bridges - Clear-Span Pedestrian Bridge Upstream of 5 Bow River 59604 John Hextall Bridge Pedestrian Bowness Road 6 Bow River 59583 Shouldice Bridge Bowness Road 3-Span 7 Bow River 59182 TransCanada Highway Bridge 16th Ave. NW 5-Span 8 Bow River 56728 Harry Boothman Bridge Edworthy Park Pedestrian Bridge Pedestrian 9 Bow River 53167 Crowchild Trail Bridge - 5-Span 10 Bow River 51706 Mewata Bridge 14th St. SW 3-Span 11 Bow River 50929 Louise Bridge 9th, 10th St. SW 5-Span 12 Bow River 50814 North West Light Rail Bridge - 4-Span 13 Bow River 49625 Prince's Island Pedestrian Bridge - Pedestrian 14 Bow River 48932 Centre Street Bridge - 4-Span 15 Bow River 48167 4th Ave. Flyover - 4-Span 16 Bow River 48132 Langevin Bridge - 2-Span 17 Bow River 48023 5th Ave. Flyover Edmonton Trail 6-Span 18 Bow River 47988 Harry Kroeger Bridge LRT Bridge 5-Span St Patrick's Island Pedestrian 19 Bow River 47642 George C. King Bridge Clear-Span Bridge 20 Bow River 46540 St. Georges Island (S) Bridge 12th St. SE 6-Span 21 Bow River 45573 CP Rail Bridge - 5-Span 22 Bow River 44288 Cushing Bridge Blackfoot Trail / 17th Ave. SE Bridge 3-Span 23 Bow River 41011 Abandoned CP Rail Bridge - 3-Span 24 Bow River 40949 Bonnybrook Bridge CN Rail Bridge 5-Span 25 Bow River 40815 Ogden Road Bridge - 5-Span 26 Bow River 40141 Calf Robe Bridge Deerfoot Trail 5-Span 27 Bow River 39626 CNR Bridge - 6-Span 28 Bow River 37158 Graves Bridge Upstream Glenmore Trail 6-Span 29 Bow River 37138 Graves Bridge Glenmore Trail 6-Span 30 Bow River 34433 Eric Harvie Bridge Pedestrian Bridge Pedestrian 31 Bow River 32424 Ivor Strong Bridge Deerfoot Trail near Douglasdale 5-Span 32 Bow River 30868 Sue Higgins Bridge Pedestrian Bridge Pedestrian 33 Bow River 26388 McKenzie Bridge Pedestrian Bridge Pedestrian 34 Bow River 23614 Marquis of Lorne Bridge Upstream Highway 22x 5-Span 35 Bow River 23573 Marquis of Lorne Bridge Downstream Highway 22x 6-Span 36 Bow River 18031 Deerfoot Extension Upstream Bridge Highway 2 4-Span 37 Bow River 17998 Deerfoot Extension Downstream Bridge Highway 2 4-Span 38 Prince's Island Lagoon 949 Prince's Island Park Bridge - Pedestrian 39 Prince's Island Lagoon 476 Jaipur Bridge Prince's Island Pedestrian Bridge 3-Span 40 Prince's Island Lagoon 308 Prince's Island Pedestrian Bridge Downstream of Weir Pedestrian 41 Zoo Side Channel 1119 Baines Bridge Zoo Road NE / 12th St. NE 3-Span 42 Zoo Side Channel 434 Zoo Service Bridge - 3-Span

April 2012 Report No. 09-1326-1026.7000 12

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table 5: List of Bridges in the HEC-RAS Model along the Elbow River Study Reach River No. River Station Name Description Type (m)

1 Elbow River 8851 Sandy Beach Bridge Pedestrian Bridge Pedestrian

2 Elbow River 7601 Riverdale Avenue Bridge Pedestrian Bridge Pedestrian

3 Elbow River 7206 Elboya Bridge Elbow Drive Bridge 3-Span

Pedestrian 4 Elbow River 5506 Rideau Park Bridge 32nd Ave. Pedestrian Bridge Suspension

5 Elbow River 4783 Mission Bridge Mission Road / 4th St. SW 4-Span

6 Elbow River 4043 25th Ave. SW Bridge - 4-Span

7 Elbow River 3483 Lindsey Park 21st Ave. Pedestrian Bridge Pedestrian

19 Ave. SW / St. Mary's High 8 Elbow River 3243 Lindsey Park CNR Bridge 3-Span School

9 Elbow River 2954 Pattison Bridge McLeod Trail South 2-Span

10 Elbow River 2720 Victoria Bridge McLeod Trail North 3-Span

11 Elbow River 2677 LRT Bridge - 3-Span

12 Elbow River 2455 Stampede Access Bridge 3rd St. SE 4-Span

13 Elbow River 1902 Horse Barn Bridge (new) - Clear-Span

14 Elbow River 1855 Horse Barn Bridge (old) - 3-Span

15 Elbow River 1199 Stampede Park South Saddledome Access Bridge 2-Span

16 Elbow River 991 Stampede Park North Saddledome Access Bridge 2-Span

17 Elbow River 576 MacDonald Bridge MacDonald Avenue Clear-Span

18 Elbow River 334 CP Rail Bridge - 2-Span

19 Elbow River 287 9th Ave. SE Bridge Inglewood Clear-Span

April 2012 Report No. 09-1326-1026.7000 13

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

3.5 Weirs There are three weir structures within the model study reaches (see Table 6). Table 6: List of Weirs in the HEC-RAS Model River Station No. River Name Description (m) Prince Side 1 362 Prince's Lagoon Weirs 2 Obermeyer Gates Channel 2 Bow River 45212 Harvie Passage Western Irrigation District (WID) Weir

3 Elbow River 11417 Glenmore Dam Hydroelectric Dam

The weir at downstream end of Prince’s Island Lagoon (Prince’s Island side channel) is comprised of two Obermeyer Gates with widths of 5.5 m each. For the purpose of this study it is assumed that both gates will be fully opened during all flow events. The Western Irrigation District (WID) Headworks Weir in Calgary was under construction during model development. The model includes three gates located at the north bank, a crest elevation of 1054.57 m and a width of 151 m. The newly built fishway/canoe passage at the south side was not included in detail, because as- built drawings were not available prior to the preparation of this report. The three gates at the north side of the weir are considered fully open during flood events. It is recommended that the weir geometry be updated once the as-built drawings become available. The Glenmore Dam is included in the HEC-RAS model as a weir structure with a fixed stage-discharge relation according to stage-outflow data provided by The City (Glenmore Reservoir Spillway Curves, City of Calgary, 2008). The cross sections within Glenmore Reservoir upstream of the Dam are based on bathymetric data provided by the City (City of Calgary, 2006). 3.6 Boundary Conditions The HEC-RAS model requires boundary conditions at all open and internal boundaries. The open boundaries of the model are the upstream end of the Bow River at Bearspaw Dam, the upstream end of the Elbow River at The City limits west of Glenmore Reservoir, and the downstream end of the Bow River at the Highwood River confluence. As the model was run in subcritical mode, the upstream boundary conditions were simply river discharges. The downstream boundary condition on the Bow River at the Highwood River confluence is Normal Depth using a slope of 0.22%. The downstream model boundary is approximately 9 km downstream of The City limits. The elevation difference along the Bow River from The City limits to the Highwood River confluence is approximately 18 m. Therefore, the water levels at the south west city limits are not sensitive to the downstream boundary condition. Nevertheless, the model should not be relied on for conditions close to the boundary. At the upstream end of the Bow River model reach, flow may enter the Bow River from the Bearspaw Dam spillway between the two most upstream cross sections. Therefore, the model results at the most upstream cross section may not be accurate during flood events. The downstream end of the Elbow River reach is connected to the Bow River reach at River Station 47,160 forming an internal boundary. All side channels are coupled to the main stems of the Bow and Elbow Rivers,

April 2012 Report No. 09-1326-1026.7000 14

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

respectively using junction elements in HEC-RAS. The reach layout described in Section 3.2 results in a total of 30 junction points. The initially assumed flow split ratio for the side channels along the Bow River (Bowmont Island, Prince’s Island and Zoo Island) was 10%. The side channels along the Elbow River were assumed to initially convey each 1% of the total Elbow River flow. All flood flow simulations were carried out using the flow optimization option provided in HEC-RAS, which determines the split flow ratio between main channel and side channel by iterative optimization. The iterative optimization algorithm works best when the initially determined flow spilt ratios are close to the optimized solution.

The major tributaries considered and included in the HEC-RAS model are: Nose Creek, Fish Creek and Pine Creek. A list of all external and internal boundary conditions is presented in Table 7. Table 7: HEC-RAS Model Boundary Conditions River No. River Station Description Type (m)

1 Bow River 69,367 Inflow at Upstream Boundary External

2 Bow River 62,521 Flow Split to Bowmont Island Side Channel Internal(1)

3 Bow River 50,393 Flow Split to Prince's Island Side Channel Internal(1)

4 Bow River 47,901 Flow Split to Zoo Island Side Channel Internal(1)

5 Bow River 47,184 Inflow of Elbow River Internal

6 Bow River 45,598 Inflow from Nose Creek External

7 Bow River 25,134 Inflow from Fish Creek External

8 Bow River 16,585 Inflow from Pine Creek External

9 Bow River 0 Normal Flow Depth at Downstream Boundary with slope of 0.22% External

10 Elbow River 33,042 Inflow at Upstream Boundary External

11 Elbow River 8,389 Flow Split to Riverdale Avenue Side Channel Internal(2)

12 Elbow River 5,281 Flow Split to Roxboro Road Side Channel Internal(2)

13 Elbow River 4,466 Flow Split to 26th Ave. SW Side Channel Internal(2)

14 Elbow River 4,072 Flow Split to 25th Ave. SW Side Channel Internal(2)

15 Elbow River 2,383 Flow Split to Stampede Side Channel Internal(2)

16 Elbow River 0 Junction with Bow River Internal

Notes: Upstream junctions of split flows are listed because only these require definition of boundary conditions. 1) Initial assumption for side channels along Bow River: 10% of total flow is conveyed by side channels 2) Initial assumption for side channels along Elbow River: 1% of total flow is conveyed by side channels

April 2012 Report No. 09-1326-1026.7000 15

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

4.0 MODEL CALIBRATION AND VALIDATION 4.1 Approach The Manning’s roughness n value is the primary model parameter for HEC-RAS model calibration and validation. Selection of initial n values included consideration of river bed/bank materials, vegetation cover from aerial photos, literature review of similar river systems, the existing Bow and Elbow River HEC-2 models, and site information collected during the field survey and inspection. The Manning’s roughness n values were adjusted until a good match was obtained between the measured and simulated water levels along the study reach under low flow conditions. The model was further calibrated using available 2005 high watermark (HWM) data and then validated using other historical flood events. 4.2 Low Flow Calibration The HEC-RAS model was calibrated for both the Bow and Elbow River study reaches by varying the river bed roughness values under low flow conditions. The floodplain roughness values were then calibrated under high flow conditions. 4.2.1 Bow River Model Calibration The Bow River bed roughness values were calibrated under low flow conditions based on the measured discharge and water level data collected over a five month period from April 30 to September 20, 2010. The surveyed Bow River discharge varied from 50 m³/s to 215 m³/s during this open-water survey period. Accordingly, the entire Bow River study reach was divided into a number of sub-reaches so that the model was calibrated along each sub-reach where a quasi-steady state discharge was used. The calibrated channel bed Manning’s values range from 0.030 to 0.040. Based on our experience, these values are within the expected range of Manning’s values for large gravel bed rivers like the Bow River. In general, these values are slightly higher than those used in the existing HEC-2 model (i.e., n = 0.026 ~ 0.034), see Figure 5. The calibrated channel Manning’s values along the Bow River study reach are presented in Table A.1 in Appendix A.

Figures 6(a), (b) and (c) shows a comparison between the simulated water surface profile and the measured water levels for the calibrated channel Manning’s values along the 69.5 km Bow River study reach. The mean difference between the simulated and measured water levels is 0.01 m with values in the range from -0.53 m to +0.44 m. Table A.1 in Appendix A presents the water level differences between simulated and measured water levels along the Bow River study reach for the low flow conditions. At a total of 7 (2.4%) of 286 cross sections the simulated water level was 0.3 m higher than the surveyed water level. At a total of 10 (3.5%) of 286 cross sections the simulated water level was 0.3 m lower than the surveyed water level. Thorough checks of the cross sectional geometry and raw survey data were conducted at each of those cross sections. In addition, the modelling results were checked with respect to the upstream and downstream results and corresponding water level measurements. Possible reasons for the deviations are:  Features in the river in the vicinity of those cross sections were not recognized during the survey and thus not included in the model;  Errors in the surveyed water levels; and  Calibration discharge does not accurately reflect the actual flow during the time of the survey.

April 2012 Report No. 09-1326-1026.7000 16

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

4.2.2 Elbow River Model Calibration The Elbow River bed roughness values were calibrated under low flow conditions based on the discharge and water level data collected from April 16 to May 7, 2010. The surveyed Elbow River discharge varied from 2.4 m³/s to 2.7 m³/s during the open-water survey period. The recorded daily discharge at the Water Survey of Canada (WSC) qauge below Glenmore Dam varied slightly from 2.8 m³/s to 3.0 m³/s during the same survey period. Consequently, the entire Elbow River study reach was calibrated using one constant discharge of 3.0 m³/s based on discussions with AEW and The City. During the calibration process it was found that the roughness value along the Elbow River below Glenmore Dam was not constant for all flows, but higher during low flows and lower during high flows. Following discussions with The City and AEW it was decided to use one Manning’s value (n = 0.035) along the 11.3 km Elbow River study reach for all flows. This value is higher than those (i.e., n = 0.022 ~ 0.026) used in the existing HEC-2 model, see Figure 7. The calibrated channel Manning’s values along the Elbow River study reach are presented in Table A.2 in Appendix A.

Figure 8 compares the simulated water surface profile to the measured water levels for the calibrated channel Manning’s values along the 11.3 km Elbow River study reach. The mean difference between the simulated and measured water levels is -0.08 m with values in the range from -0.37 m to +0.43 m. Table A.2 in Appendix A presents water level differences between the simulated and measured water levels along the Elbow River study reach for the low flow conditions. At one (0.4%) of 227 cross sections the simulated water level was 0.3 m higher than the surveyed water level. At a total of 2 (0.9%) of 227 cross sections the simulated water level was 0.3 m lower than the surveyed water level. All three cross sections with deviations larger than 0.3 m between surveyed and simulated water levels are located within a distance of approximately 110 m at the Lindsay Park Pedestrian Bridge (21st Ave. SW). The difference between surveyed and simulated water levels is considered reasonable.

April 2012 Report No. 09-1326-1026.7000 17

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

0.050

Cushing Downstream Graves 0.045 Bridge Study Bridge Boundary Shouldice Bridge 0.040 Bearspaw Louise Bridge Highway 2 Bridge Dam

0.035

0.030

0.025

0.020 Manning's n Value n Manning's 0.015

HEC-RAS Calibrated Channel Manning's n Value 0.010 HEC-2 Calibrated Channel Manning's n Value

0.005

0.000 0 10203040506070 Distance from the Bearspaw Dam (km)

Figure 5: Comparison of HEC-RAS and HEC-2 Calibrated Channel Manning’s Values along the Bow River Study Reach

April 2012 Report No. 09-1326-1026.7000 18

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,090 Surveyed Water Level Bearspaw Dam Simulated Water Level Stony Trail Channel Thalweg 1,080 Bridge 85th St. SW Bridge

TransCanada 1,070 Highway Bridge

1,060 Crowchild Trail Bridge Louise Bridge

Centre St. 1,050 Elevation (m) Elevation Bridge Elbow River Confluence City Weir 1,040

1,030

1,020 0 5 10 15 20 25 Distance from the Bearspaw Dam (km)

Figure 6(a): Comparison of Simulated Water Surface Profile to Surveyed Water Levels along the Bow River Study Reach – Part 1

April 2012 Report No. 09-1326-1026.7000 19

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,050 Surveyed Water Level Simulated Water Level Cushing Bridge Channel Thalweg 1,040 Bonneybrook Bridge Calf Robe Bridge 1,030 Graves Bridge

Ivor Strong Bridge 1,020

1,010 Elevation (m) Elevation

Marquisde Lorne Bridge 1,000

990

980 25 30 35 40 45 50 Distance from the Bearspaw Dam (km)

Figure 6(b): Comparison of Simulated Water Surface Profile to Surveyed Water Levels along the Bow River Study Reach – Part 2

April 2012 Report No. 09-1326-1026.7000 20

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,000 Surveyed Water Level Simulated Water Level Highway 2Bridge 990 Channel Thalweg

980

970

Downstream 960 Study

Elevation (m) Elevation Boundary

950

940

930 50 55 60 65 70 75 Distance from the Bearspaw Dam (km)

Figure 6(c): Comparison of Simulated Water Surface Profile to Surveyed Water Levels along the Bow River Study Reach – Part 3

April 2012 Report No. 09-1326-1026.7000 21

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

0.050

Inglewood 0.045 Bridge Pattison Agriculture Altadore Park Elbow Drive 25th Ave. Bridge Trail Bridge Bridge Bridge Mission 0.040 Glenmore SW Bridge Bridge Victoria Dam Bridge 0.035

0.030

0.025 Manning's n Value n Manning's 0.020 Confluence with Bow River 0.015 HEC-RAS Calibrated Channel Manning's n Value

0.010 HEC-2 Calibrated Channel Manning's n Value

0.005

0.000 024681012 Distance from the Glenmore Dam (km)

Figure 7: Comparison of HEC-RAS and HEC-2 Calibrated Channel Manning’s Values along the Elbow River Study Reach

April 2012 Report No. 09-1326-1026.7000 22

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,060 Glenmore Dam Altadore Surveyed Water Level Park Bridge Elbow Drive Simulated Water Level Bridge 1,055 Channel Thalweg

Mission Bridge 25th Ave. 1,050 SW Bridge Pattison Bridge Victoria Bridge Agriculture Trail 1,045 Bridge Inglewood Bridge Elevation (m) Elevation

1,040

1,035

Confluence with Bow River 1,030 024681012 Distance from the Glenmore Dam (km)

Figure 8: Comparison of Simulated Water Surface Profile to Surveyed Water Levels along the Elbow River Study Reach

April 2012 Report No. 09-1326-1026.7000 23

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

4.3 High Flow Calibration The HEC-RAS model was further calibrated for both the Bow and Elbow River channels based on surveyed high flow data collected during the June 2005 flood event. In particular, the floodplain roughness values were calibrated for the June 2005 high flow conditions.

During high flow calibration, all bridges were assumed to remain in place and no debris accumulation was modelled. The bridge losses are calculated using the energy equation (standard step method) and standard expansion and contraction coefficients at the adjacent cross sections (contraction coefficient = 0.3, expansion coefficient = 0.5). Automatic flow split optimization was used at junctions as described in Section 3.6. 4.3.1 Bow River Model Calibration The Bow River model calibration for high flows was based on the measured discharge (ranging from 791 m³/s upstream of the Elbow River confluence to 1,360 m³/s downstream of the Fish Creek confluence), high watermark (HWM) and water edge data from June 2005 (as surveyed by AEW and The City). The channel and floodplain roughness values were adjusted during the calibration process such that the simulated water levels matched with the measured water level data. It was found that the main channel Manning’s roughness values determined for the main channel for low flows (see Section 4.2.1) also provide good model results for high flows. The floodplain Manning’s roughness values were then calibrated based on the above discharge, HWM and water edge data from June 2005, the existing Bow River hydraulic modelling study, and Golder’s modelling experience and judgement. Figures 9(a), (b) and (c) compare the simulated water surface profile to the measured water levels under the high flow conditions along the 69.5 km Bow River study reach. The mean difference between the simulated and the surveyed HWMs by AEW is -0.02 m with values in the range of ±0.35 m. The mean difference between the simulated and surveyed HWMs by The City is 0.00 m with values in the range from -1.32 m to +1.47 m; and the mean difference between the simulated and surveyed water edges by The City is 0.76 m with values in the range from -0.81 m to +1.76 m. There is a discrepancy between the high watermarks and water edges surveyed by the The City and AEW. Following discussions with The City and AEW, it was decided to consider the AEW high watermarks as more reliable than the data collected by The City.

The City and AEW Table A.3 to A.5 in Appendix A present a comparison of the simulated and surveyed HWMs and water edges along the Bow River study reach during the high flow calibration conditions. 4.3.2 Elbow River Model Calibration The Elbow River model calibration for high flow conditions was based on the measured discharge of 300 m³/s, high watermark (HWM) and water edge data on June 19, 2005 (as surveyed by AEW and The City). Along the Elbow River there is a discrepancy between the data sets from The City and AEW. Following discussions with The City and AEW, it was decided to consider the AEW high water marks as more reliable than the data collected by The City. The channel and floodplain roughness values were adjusted during the calibration process such that the simulated water levels match with the measured water level data. The floodplain Manning’s roughness values were calibrated based on the above discharge, HWM and water edge data, the existing Elbow River hydraulic modelling study, and our modelling experience and judgement. The calibrated channel bed Manning’s value for high flows was 0.035 along the 11.3 km Elbow River study reach (see Section 4.2.2).

April 2012 Report No. 09-1326-1026.7000 24

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure 10 compares the simulated water surface profile to the measured water levels under the high flow conditions along the 11.3 km Elbow River study reach. The mean difference between the simulated and the surveyed HWMs by AEW is +0.08 m with values in the range of -0.17 m to +0.19 m. In comparison, the mean difference between the simulated and surveyed HWMs by The City is +0.42 m with values in the range from - 1.76 m to +1.05 m. Table A.6 to A.7 in Appendix A present a comparison of the simulated and surveyed HWMs along the Elbow River study reach during the high flow calibration conditions.

During the calibration process it was found that the roughness value along the Elbow River below Glenmore Dam was not constant for all flows, but higher during low flows and lower during high flows. Following discussions with The City and AEW it was decided to use one Manning’s value (n = 0.035) along the 11.3 km Elbow River study reach for all flows. The assignment of one Manning’s value along the Elbow River for all flows results in an under prediction of water levels during lower flows (in average 0.08 m during the low flows, see Section 4.2.2). The high flow calibration along the Elbow River is based on an event that represents a 30-year flood. The City conducted a comparison study of the inundation extent during the 2005 year flood (from aerial photos taken shortly after the peak flow at the Elbow River) and the HEC-RAS model results for the high flow calibration using the 2005 year flood flow. The results of this study suggest that the model slightly overpredicts water levels for this event.

This model is considered to mainly support flood emergency management of The City. Therefore, a slight over overprediction of water levels for flood flows is considered to be acceptable.

April 2012 Report No. 09-1326-1026.7000 25

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,090

Bearspaw AENV Surveyed HWM City of Calgary Surveyed HWM Dam Stony Trail 1,080 Bridge 85th St. SW City of Calgary Surveyed Water Edge Bridge Simulated Water Level Channel Thalweg Trans‐Canada 1,070 Highway Bridge

1,060 Crowchild Trail Bridge Louise Bridge Centre St. Approximate 1,050 River Reach Flow Rate Elbow River Elevation (m) Elevation Return Period Bridge Confluence Bow River below 791 m3/s 1:10 Bearspaw Dam City Bow River below Weir 1,050 m3/s 1:10 1,040 Elbow River Bow River below 1,080 m3/s 1:10 Nose Creek Bow River below 1,360 m3/s 1:15 1,030 Fish Creek Bow River below 1,381 m3/s 1:15 Pine Creek

1,020 0 5 10 15 20 25 Distance from the Bearspaw Dam (km)

Figure 9(a): Comparison of Simulated Water Surface Profile to 2005 Surveyed HWMs along the Bow River Study Reach – Part 1

April 2012 Report No. 09-1326-1026.7000 26

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,050 AENV Surveyed HWM City of Calgary Surveyed HWM Cushing Bridge City of Calgary Surveyed Water Edge 1,040 Bonneybrook Simulated Water Level Bridge Calf Robe Channel Thalweg Bridge 1,030 Graves Bridge

Ivor Strong Bridge 1,020

Fish Creek 1,010 Elevation (m) Elevation Confluence Approximate River Reach Flow Rate Return Period Marquis de Lorne

Bow River below 3 Bridge 791 m /s 1:10 Bearspaw Dam 1,000 Bow River below 1,050 m3/s 1:10 Elbow River Bow River below 1,080 m3/s 1:10 Nose Creek

990 Bow River below 3 1,360 m /s 1:15 Fish Creek Bow River below 1,381 m3/s 1:15 Pine Creek 980 25 30 35 40 45 50 Distance from the Bearspaw Dam (km)

Figure 9(b): Comparison of Simulated Water Surface Profile to 2005 Surveyed HWMs along the Bow River Study Reach – Part 2

April 2012 Report No. 09-1326-1026.7000 27

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,000

AENV Surveyed HWM

Dunbow Road Bridge City of Calgary Surveyed HWM 990 City of Calgary Surveyed Water Edge Pine Creek Simulated Water Level Confluence Channel Thalweg

980

970

Downstream Approximate Study 960 River Reach Flow Rate Elevation (m) Elevation Return Period Boundary Bow River below 791 m3/s 1:10 Bearspaw Dam Bow River below 950 1,050 m3/s 1:10 Elbow River Bow River below 1,080 m3/s 1:10 Nose Creek Bow River below 1,360 m3/s 1:15 940 Fish Creek Bow River below 1,381 m3/s 1:15 Pine Creek

930 50 55 60 65 70 75 Distance from the Bearspaw Dam (km)

Figure 9(c): Comparison of Simulated Water Surface Profile to 2005 Surveyed HWMs along the Bow River Study Reach – Part 3

April 2012 Report No. 09-1326-1026.7000 28

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,065 Glenmore Dam Altadore AENV Surveyed HWM ParkBridge Elbow Drive City of Calgary Surveyed HWM Bridge 1,060 Simulated Water Level Channel Thalweg

Mission Bridge 1,055 25th Ave. SW Bridge Pattison Bridge Victoria 1,050 Bridge Agriculture Trail Bridge Inglewood Bridge

Elevation (m) Elevation 1,045

1,040

Approximate River Reach Flow Rate 1,035 Return Period

Elbow River below Confluence 300 m3/s 1:30 Glenmore Dam with Bow River 1,030 024681012 Distance from the Glenmore Dam (km)

Figure 10: Comparison of Simulated Water Surface Profile to 2005 Surveyed HWMs along the Elbow River Study Reach

April 2012 Report No. 09-1326-1026.7000 29

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

4.4 Model Validation The calibrated HEC-RAS model was validated for both the Bow and Elbow Rivers using available historical flood events. 4.4.1 Bow River Model Validation The calibrated HEC-RAS model was used to simulate a total of six historical flood events along the Bow River study reach. These flood events occurred in 1897, 1902, 1915, 1929, 1932 and 1981. Table 8 presents a summary of these flood events and a comparison of the surveyed HWM data to HEC-RAS simulated water levels. Table 8: Summary of Bow River Flood Events and Comparison of Simulated Water Levels to Surveyed HWM Data Water Level Difference (HEC-RAS Simulated – Surveyed HWM) Estimated Flood Number of (m) Flood Event Discharge Surveyed HWM (m3/s) Data Mean Minimum Maximum

(1) 1879 and 1897 2,265 2 1.66 1.30 2.03

1902 1,557 4 1.02 0.98 1.06

1915 1,127 and 1,506 2 0.90 0.61 1.20

1929 1,322 and 1,756 4 0.76 0.55 0.87

1932 1,518 9 0.46 0.03 0.95

1981 413 and 509 58 0.27 -0.26 0.83

Notes: 1) The flood event in 1879 was assumed to have an equivalent discharge as the 1897 flood (Calgary Floodplain Study, 1983)

In general, the new HEC-RAS model predicts higher water levels for all six historical flood events. The HEC- RAS model over-predicts the 1981 flood water level by 0.27 m, on average, and in the range from -0.26 m to +0.83 m. Table B.1 in Appendix B compares the simulated water surface profiles to the measured water levels for the above historical flood event along the Bow River study reach. Figures B.1 to B.10 in Appendix B graphically present a detailed summary comparison of the simulated and surveyed HWMs along the Bow River study reach for these flood events.

The significant overprediction of the flood events in 1897, 1902, 1915 and 1925 may be the result of an overprediction of flow rates in those years as well as anthropogenic changes of the flood plains.

April 2012 Report No. 09-1326-1026.7000 30

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

4.4.2 Elbow River Model Validation The calibrated HEC-RAS model was used to simulate a total of four historical flood events along the Elbow River study reach. These flood events occurred in 1915, 1923, 1964 and 1981. Table 9 presents a summary of these flood events and a comparison of the surveyed HWM data to HEC-RAS simulated water levels. Table 9: Summary of Elbow River Flood Events and Comparison of Simulated Water Levels to Surveyed HWM Data Water Level Difference Estimated Flood Number of (HEC-RAS Simulated – Surveyed HWM) Flood Event Discharge Surveyed HWM (m) (m3/s) Data Mean Minimum Maximum

1915 379 43 0.78 -0.18 1.89

1923 402 14 0.74 0.36 0.95

1964 142 21 0.14 -0.16 1.01

1981 96 13 0.44 -0.44 1.03

In general, the new HEC-RAS model predicts higher water levels for all four historical flood events. In particular, the HEC-RAS model over-predicts the 1981 surveyed HWMs by 0.44 m, on average, and it is in the range from -0.44 m to +1.03 m. Table B.2 in Appendix B compares the simulated water surface profiles to the surveyed HWMs for the above historical flood event along the Elbow River study reach. Figure B.11 to B.14 in Appendix B present a detailed summary comparison of the simulated and surveyed HWMs along the Bow River study reach for these flood events.

The significant overprediction of the flood events in 1915 and 1923 may be the result of an overprediction of flow rates in those years as well as anthropogenic changes of the flood plains. 4.5 Sensitivity Analysis A model sensitivity analysis was conducted to determine the effects of changing model roughness values on simulated water levels. The discharge used for the model sensitivity analysis was the 100-year flood. The results of the sensitivity analysis were used to quantify the level of uncertainty associated with the simulated flood levels along the Bow and Elbow River study reaches.

April 2012 Report No. 09-1326-1026.7000 31

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

The analysis of sensitivity to Manning’s n involves three assumed sets of Manning’s n values for the river channels and floodplains:  One set corresponding to ±10% changes of the calibrated channel Manning’s n values only;  One set corresponding to ±10% changes of the calibrated floodplain Manning’s n values only; and  One set corresponding to ±10% changes of the calibrated channel and floodplain Manning’s n values. Figures C.1 to C.3 in Appendix C graphically present the differences between the predicted flood levels for the 100-year flood flow along the Bow River study reach. The results of the sensitivity analysis indicate the following:  The uncertainty in the predicted flood levels, on average, are within the range of ±0.13 m along the entire study reach, based on the differences in the predicted flood levels for the ±10% changes to the calibrated channel Manning’s n values only;  The uncertainty in the predicted flood levels, on average, are within the range of ±0.04 m along the entire study reach, based on the differences in the predicted flood levels for the ±10% changes to the calibrated floodplain Manning’s n values only; and  The uncertainty in the predicted flood levels, on average, are within the range of ±0.17 m along the entire study reach, based on the differences in the predicted flood levels for the ±10% changes of the calibrated channel/floodplain Manning’s n values.

Figures C.4 to C.6 in Appendix C graphically present the differences between the predicted flood levels for the 100-year flood along the Elbow River study reach. The results of the sensitivity analysis indicate the following:  The uncertainty in the predicted flood levels, on average, are within the range of ±0.11 m along the entire study reach, based on the differences in the predicted flood levels for the ±10% changes of the calibrated channel Manning’s n values only;  The uncertainty in the predicted flood levels, on average, are within the range of ±0.02 m along the entire study reach, based on the differences in the predicted flood levels for the ±10% changes of the calibrated floodplain Manning’s n values only; and  The uncertainty in the predicted flood levels, on average, are within the range of ±0.13 m along the entire study reach, based on the differences in the predicted flood levels for the ±10% changes of the calibrated channel and floodplain Manning’s n values.

These uncertainties are consistent with the expected accuracy of these types of hydraulic models.

April 2012 Report No. 09-1326-1026.7000 32

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

5.0 FLOOD PROFILES 5.1 Methodology Surface water profiles were simulated for the 1:2, 1:5, 1:10, 1:20, 1:50, 1:100, 1;200, 1:500 and 1:1,000 year flood events. The calibrated HEC-RAS model was used for subcritical flow conditions with automatic flow optimizations at the flow split locations.

The HEC-RAS model produced stable results with the deep slots that were introduced along the Elbow River side channels for all simulated flow conditions using the automatic flow optimizations at the flow split locations. 5.2 Boundary Conditions The flow data for these flood events was recently determined by Golder (Golder, 2010). The flood flows were based on a regulated scenario for the Bow River and an unregulated scenario for the Elbow River. The flood flows in the Bow River and Elbow River (without consideration of flow splits) for flood simulations are listed in Table 10 (based on Golder, 2010). Table 10: Flood Discharges along the Bow and Elbow Rivers (Golder 2010)

Discharge for Various Flood Events (m3/s) River No. River Description Station 1:2 1:5 1:10 1:20 1:50 1:100 1:200 1:500 1:1000 year year year year year year year year year

Bow Downstream of 1 69342 423 606 774 983 1,350 1,710 2,170 2,980 3,810 River Bearspaw Dam

Bow Downstream of 5 47047 475 705 967 1,260 1,790 2,410 3,090 4,200 5,290 River Elbow River (1)

Bow Downstream of 6 45598 481 719 990 1,290 1,850 2,500 3,220 4,420 5,600 River Nose Creek

Bow Downstream of 7 25134 520 805 1,120 1,490 2,170 2,940 3,840 5,360 6,900 River Fish Creek

Bow Downstream of 8 16585 526 822 1,150 1,520 2,220 3,000 3,920 5,460 7,020 River Pine Creek

Elbow Downstream of 10 11343 52 99 193 274 445 699 922 1,220 1,490 River Glenmore Dam

1) Total flow in Bow River main stem and Zoo side channel

The boundary condition at the downstream end of the Bow River model study reach is Normal Depth with a slope of 0.22% for all flood discharges.

The flow separation at the side channels was calculated using the automatic optimization algorithm in HEC-RAS. The results of the flow separation are listed in Table 11.

April 2012 Report No. 09-1326-1026.7000 33

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table 11: Simulated Flow through Side Channels Based on HEC-RAS Split Flow Optimization 1:2 Year Flood 1:5 Year Flood 1:10 Year Flood No. River Side Channel Total Flow in Side Flow Total Flow in Side Flow Total Flow in Side Flow Flow Channel Split Flow Channel Split Flow Channel Split (m3/s) (m3/s) Ratio (m3/s) (m3/s) Ratio (m3/s) (m3/s) Ratio 1 Bow River Bowmont Side 423 105 25% 606 161 27% 774 206 27% 2 Bow River Prince Side 423 12 3% 606 18 3% 774 31 4% 3 Bow River Zoo Side 423 57 14% 606 95 16% 774 139 18% 4 Elbow River Riverdale Ave. 52 0 0% 99 0 0% 193 0 0% 5 Elbow River Roxboro Rd. SW 52 0 0% 99 0 0% 193 0 0% 6 Elbow River 26th Ave. SW 52 0 0% 99 0 0% 193 0 0% 7 Elbow River 25th Ave. SW 52 0 0% 99 0 0% 193 0 0% 8 Elbow River 22th Ave. SW 52 0 0% 99 0 0% 193 0 0% 9 Elbow River Stampede 52 0 0% 99 0 0% 193 1 1%

Table 11: Simulated Flow through Side Channels Based on HEC-RAS Split Flow Optimization (continued) 1:20 Year Flood 1:50 Year Flood 1:100 Year Flood No. River Side Channel Total Flow in Side Flow Total Flow in Side Flow Total Flow in Side Flow Flow Channel Split Flow Channel Split Flow Channel Split (m3/s) (m3/s) Ratio (m3/s) (m3/s) Ratio (m3/s) (m3/s) Ratio 1 Bow River Bowmont Side 983 276 28% 1350 404 30% 1710 524 31% 2 Bow River Prince Side 983 57 6% 1350 128 9% 1710 239 14% 3 Bow River Zoo Side 983 195 20% 1350 312 23% 1710 431 25% 4 Elbow River Riverdale Ave. 274 0 0% 445 2 1% 699 45 6% 5 Elbow River Roxboro Rd. SW 274 0 0% 445 5 1% 699 62 9% 6 Elbow River 26th Ave. SW 274 0 0% 445 19 4% 699 62 10% 7 Elbow River 25th Ave. SW 274 0 0% 445 23 5% 699 119 17% 8 Elbow River 22th Ave. SW 274 8 3% 445 32 8% 699 70 12% 9 Elbow River Stampede 274 7 2% 445 68 15% 699 279 40%

April 2012 Report No. 09-1326-1026.7000 34

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table 11: Simulated Flow through Side Channels Based on HEC-RAS Split Flow Optimization (continued) 1:200 Year Flood 1:500 Year Flood 1:1,000 Year Flood No. River Side Channel Total Flow in Side Flow Total Flow in Side Flow Total Flow in Side Flow Flow Channel Split Flow Channel Split Flow Channel Split (m3/s) (m3/s) Ratio (m3/s) (m3/s) Ratio (m3/s) (m3/s) Ratio 1 Bow River Bowmont Side 2170 676 31% 2980 936 31% 3810 1195 31%

2 Bow River Prince Side 2170 439 20% 2980 1440 48% 3810 2113 55%

3 Bow River Zoo Side 2170 586 27% 2980 793 27% 3810 1019 27%

4 Elbow River Riverdale Ave. 922 100 11% 1220 178 15% 1490 251 17%

5 Elbow River Roxboro Rd. SW 922 101 11% 1220 157 13% 1490 229 15%

6 Elbow River 26th Ave. SW 922 95 12% 1220 139 13% 1490 185 15%

7 Elbow River 25th Ave. SW 922 155 17% 1220 188 15% 1490 259 17%

8 Elbow River 22th Ave. SW 922 126 16% 1220 211 20% 1490 291 24%

9 Elbow River Stampede 922 451 49% 1220 643 53% 1490 812 55%

April 2012 Report No. 09-1326-1026.7000 35

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

5.3 Modelling Results 5.3.1 Bow River The flood flow modelling results for the Bow River are shown in Figure 11, 12 and 13, a detailed list of predicted water levels can be found in Table D.1 and D.2 in Appendix D.

It should be noted that during the 200-year, 500-year and 1,000-year floods significant parallel overland flow may occur in Kensington and Sunnyside that may contribute to the total conveyance capacity. In the HEC-RAS model it was assumed that the area behind the embankments is flow ineffective. It was assumed that flood flows for all scenarios were conveyed in the main and side channels. This conservative assumption results in higher water levels because additional flow conveyance behind the flood protection structures would reduce the water levels in the main channel.

The flood protection berm/wall along Inglewood is considered to be not high enough to provide protection of Inglewood during the 200-year flood. If the flood protection berm/wall would be overtopped, water would flow through Inglewood and the Blackfoot Trail underpass and would reconnect with the Bow River downstream of the Cushing Bridge. This flow path was not considered in the HEC-RAS model. This is a conservative assumption. The flow in the Bow River main channel would be less, resulting in lower water levels, if this flow path would be considered. 5.3.2 Elbow River The flood flow modelling results for the Elbow River are shown in Figure 14, a detailed list of predicted water levels can be found in Table D.3 and D.4 in Appendix D.

Along the Elbow River there are spill points near Mission Bridge, at Pattison and Victoria Bridge and at the Stampede area where water is expected to spill out of the main channel to flow north in the direction of downtown. Based on discussions with The City and AEW it was assumed for the purpose of this study that flood flows would be conveyed in the main channel and the defined side channels only and that there would be no flow loss. This is a conservative assumption, because flow loss at spillage locations would reduce the total flow and the water levels in the main channel. This effect becomes more significant (more than 10% of total Elbow River flow) for events greater than the 100-year flood.

It should be noted that in the lower Elbow River area at Roxboro, Mission, Victoria, Erlton, Stampede and Downtown very complex flow patterns would occur on the floodplains for flood events higher than the 50-year flood. An attempt was made to model these complex flow patterns by introducing multiple side channels (see Section 3.2), but a 1-D hydraulic model like HEC-RAS can only produce approximate results in this area. At these locations, a different modelling approach (for example a two-dimensional hydraulic model) is expected to provide a better estimation of flood flow patterns, flood water levels, flood flow velocities and inundation extents. 5.3.3 Bridges At some obstructive bridges along the Bow and Elbow River there is the possibility that hydraulic jumps occur downstream of the bridges. This may result in increased risk of scour. A list of bridges that are inundated during floods is provided in Table 12 and 13.

April 2012 Report No. 09-1326-1026.7000 36

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,090 Bearspaw Stony Trail Dam Bridge 85th St. SW Bridge 1,080 Trans‐Canada Highway Bridge 1,070 Crowchild Trail Bridge Louise Bridge 1,060 Centre St. 1000 - Year Flood Event Bridge Elbow River Confluence Elevation (m) Elevation 1,050 500 - Year Flood Event City 200 - Year Flood Event Weir 100 - Year Flood Event 1,040 50 - Year Flood Event 20 - Year Flood Event 10 - Year Flood Event 1,030 5 - Year Flood Event 2 - Year Flood Event Channel Thalweg 1,020 0 5 10 15 20 25

Distance from the Bearspaw Dam (km) Figure 11: Simulated Water Surface Profiles for Flood Events along the Bow River Study Reach - Part 1

April 2012 Report No. 09-1326-1026.7000 37

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,050 Cushing Bridge Bonnybrook Bridge Calf Robe 1,040 Bridge Graves Bridge 1,030 Ivor Strong Bridge

1,020 Fish Creek 1000 - Year Flood Event Confluence Marquis de Lorne Elevation (m) Elevation 1,010 500 - Year Flood Event Bridge 100 - Year Flood Event 200 - Year Flood Event 1,000 50 - Year Flood Event 20 - Year Flood Event 10 - Year Flood Event 990 5 - Year Flood Event 2 - Year Flood Event Channel Thalweg 980 25 30 35 40 45 50

Distance from the Bearspaw Dam (km) Figure 12: Simulated Water Surface Profiles for Flood Events along the Bow River Study Reach - Part 2

April 2012 Report No. 09-1326-1026.7000 38

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,000

Dunbow Road Bridge

990 PineCreek Confluence

980

970

Downstream 1000 - Year Flood Event Study

Elevation (m) Elevation 960 500 - Year Flood Event Boundary 200 - Year Flood Event 100 - Year Flood Event 950 50 - Year Flood Event 20 - Year Flood Event 10 - Year Flood Event 940 5 - Year Flood Event 2 - Year Flood Event Channel Thalweg 930 50 55 60 65 70 75

Distance from the Bearspaw Dam (km) Figure 13: Simulated Water Surface Profiles for Flood Events along the Bow River Study Reach - Part 3

April 2012 Report No. 09-1326-1026.7000 39

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

1,070

Glenmore Dam 1,065 Altadore ParkBridge Elbow Drive Bridge 1,060 Mission Bridge 25th Ave. SW Bridge 1,055 Pattison Bridge Victoria Bridge Agriculture Trail Bridge 1,050 Inglewood 1000 - Year Flood Event Bridge

Elevation (m) Elevation 500 - Year Flood Event 1,045 200 - Year Flood Event 100 - Year Flood Event 50 - Year Flood Event 1,040 20 - Year Flood Event 10 - Year Flood Event 1,035 5 - Year Flood Event Confluence 2 - Year Flood Event with Bow Channel Thalweg River 1,030 024681012

Distance from the Glenmore Dam (km) Figure 14: Simulated Water Surface Profiles for Flood Events along the Elbow River Study Reach

April 2012 Report No. 09-1326-1026.7000 40

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

6.0 INUNDATION MAPPING 6.1 Methodology The flood inundation mapping was based on the following information:  Water levels at each cross section for the 1:5, 1:10, 1:20, 1:50 and 1:100 year flood events;  Location of cross sections;  Integrated DEM, see Survey and DEM Creation Report (Golder 2011); and  Information about flood protection measures, consideration of overland flow areas and other additional information.

The cross section locations in ArcGIS were attributed with the water level output from the HEC-RAS model for the five flood events. Cross sections were extended where required to cover the entire extent of potentially inundated areas. The water surface between cross sections was linearly interpolated using a TIN (Triangulated Irregular Network) interpolation technique.

The inundation extent was determined by overlaying the water surface TIN and the integrated DEM. The inundation extent and type for each flood event were then reviewed and modified based on the following scenarios:  Scenario 1 – Isolated Areas: Isolated areas are potentially inundated areas that have no direct overland connection to the main channels of either the Bow River or Elbow River. These areas have potential to be inundated due to groundwater or backup from storm sewer systems.  Scenario 2 – Single Overtopping Point: At locations where inundated areas are connected to the main channel at a single overtopping point (spill point), the inundation extent was re-evaluated using a constant water level as estimated at the spill point.  Scenario 3 – Multiple Overtopping Points: If there are multiple overtopping points related to a single overflow area, the inundation extent was based on the hydraulic gradient in the main channel between the overtopping points. The inundation extent upstream of the most upstream overtopping point and downstream of the most downstream overtopping point were evaluated using the estimated water level elevations at these bounding spill points.  Scenario 4 – Single Overtopping Point Causing Overtopping Downstream: In some locations, Scenario 2 can lead to the following situation: If the area behind the single overtopping location would be (after some time) completely inundated and pooled with a constant water level elevation similar to the water level at the spill point, this may cause a second overtopping further downstream back into the main channel, because at that point the water level behind the embankment may be higher than in the main channel. In this case, the inundation extent was re-evaluated using a linear interpolation between the water level at the upstream spill point and the DEM height at the downstream spill point.  Scenario 5 – Potential Flood Inundation due to Flood Control Breach: In areas where flood control structures caused inundated areas to be isolated from the main channels, these areas were considered to be flooded assuming that the flood control structure had failed and were inundated to the water level in the river at the flood control structure.

April 2012 Report No. 09-1326-1026.7000 41

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

6.2 Preparation of Inundation Maps The inundation maps were prepared for the 1:5, 1:10, 1:20, 1:50, and 1:100 year flood events. For each flood event one set of maps was produced. The project area was covered by a total of 25 sheets (11-inch x 17-inch) at the scale of 1:7,500. This includes the Bow River between Bearspaw Dam and the downstream city limit in the southeast of Calgary at Range Road 285 and the Elbow River between Glenmore Dam and its confluence with the Bow River. The inundation extent was mapped against 2010 aerial imagery as well as base data (roads and railways) provided by The City. The maps were prepared in the default coordinate system and datum for The City (3TM 114° NAD83).

The inundation mapping was prepared in a geographical information system (ESRI ArcGIS 9.3.1). The maps including all layers were provided to AEW and The City as digital files in the ESRI ArcGIS file format. 6.2.1 Manual Edits to Inundation Maps Inundation mapping at a number of special locations required some manual edits as follows:  Areas determined to be isolated were connected to the main channels where known culverts exist (for example the newly built canal through the community of Cranston and Pine Creek flowing parallel to the Bow River between Cross Sections 311 and 317);  Areas known to be inundated during a flood event, but did not appear as inundated from the mapping, were added (for example the spillway at Bearspaw Dam, canal in the newly built park in the community of Cranston and Pine Creek);  At locations where flood control structures exist that were not fully integrated into the DEM, inundated areas behind the control structures were designated as control structure failure inundation (Inglewood area only) and  The Western Irrigation District (WID) canal and related areas were not included in the inundation mapping. These details of the manual edits are discussed in the sections that follow. 6.2.1.1 Hillhurst/Kensington/Sunnyside 100-Year Flood A series of overtopping locations was predicted by the model during the 100-year flood event at the flood control structures along the north bank of the Bow River at Hillhurst, Kensington and Sunnyside between Cross Sections 102 to 125. The first spill point was located at Cross Section 102. The type of floodplain inundation between Cross Sections 102 (approximately 12th St. NW) and 125 (approximately 3rd St. NW) was considered to be Scenario 3 and mapped accordingly. The inundation extent behind the flood control structures upstream of Cross Section 102 was designated as flood control structure failure inundation (Scenario 5). The most downstream overtopping point was located at Cross Section 125. The inundation downstream of this spill point was re-determined using the water level at the overtopping point (Scenario 3).

April 2012 Report No. 09-1326-1026.7000 42

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

50-Year Flood A single overtopping location was predicted by the model at Cross Section 123 (approximately 3rd St. NW) resulting in inundation of parts of Sunnyside. The inundation extent behind the flood control structures along Memorial Drive was re-determined using the water level at the single spill point (Scenario 2). The inundation extent behind the flood control structures upstream of Cross Section 123 was designated as flood control structure failure inundation (scenario 5). 20-Year Flood A single overtopping location was predicted at Cross Section 123 (Approximately 3rd St. NW) causing some inundation of parts of Sunnyside. The inundation extent behind the flood control structures along Memorial Drive was re-determined using the water level at the single spill point (Scenario 2). The inundation extent behind the flood control structures upstream of Cross Section 123 was designated as flood control structure failure inundation (scenario 5). 6.2.1.2 Downtown Area (North of CP Railway) 100-Year Flood A series of overtopping locations were predicted in the downtown area between 4th St. SW and 6th St. SE. The type of inundation in this area was considered to be Scenario 3. The first spill location was located at Cross Section 129, the most downstream overtopping point was located at Cross Section 139. The inundation extent between these two cross sections was determined based on the hydraulic gradient in the main channel and Prince’s Island side channel, respectively. The inundation extent upstream of Cross Section 129 was re- determined using the water level data at the overtopping point. The inundation extent downstream of Cross Section 139 was re-determined using the water level data at the overtopping point. 6.2.1.3 McDougall Road (Bridgeland) 100-Year Flood A single overtopping location was predicted at Cross Section 139 (4th Ave. Flyover) causing inundation along McDougall Road and adjacent areas. The flooding may cause a second overtopping of the flood control structures downstream between Cross Sections 156 and 158. The inundation extent in the Bridgeland area was re-determined using a linear interpolation between the water level data at Cross Section 139 and the DEM height at the downstream spill point (Scenario 4). A more detailed assessment of the inundation at this area is described in Section 7.2.1. 6.2.1.4 Inglewood 100- and 50-Year Floods In 2009, a new combined flood retaining wall and berm was constructed by The City to protect the Inglewood area against the 100-year flood. This retaining wall was not included in the DEM provided by The City. The top of the retaining wall was surveyed by Golder in 2010. It was found that the retaining wall elevation is approximately 0.5 m higher than the predicted 100-year flood water levels. Therefore, the low lying areas behind the flood protection wall/berm would be considered inundated only if the flood control structure would fail (Scenario 5).

April 2012 Report No. 09-1326-1026.7000 43

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

In the event of a failure of the flood control structures in Inglewood, flood water was assumed to travel east along 9th Ave. SE and would flow under Blackfoot Trail (at the underpass) towards 16th St. SE. The inundation extent between the most downstream overtopping point (in the event of a control structure failure) at Cross Section 166 and the downstream spill point at Cross Section 180 was re-determined using linear interpolation between the water level at the overtopping point upstream and the DEM height at the downstream spill point. 6.2.1.5 Elbow Park The Elbow River has a sharp meander bend downstream of the Elboya Bridge. The inundation mapping in this area was based on professional judgement of overland flow through the streets. Based on the assumption of a linear interpolation between water levels at Cross Sections 451 (upstream of the Elboya Bridge) and 481, the inundated area would not form an overland flow connection along 6th St. SW / 36th Ave SW / 7th St. SW. A more detailed assessment of the inundation in this area is described in Section 7.2.2. 6.2.1.6 Mission/Stampede/Downtown The area along the Elbow River from upstream of the Mission Bridge along Erlton and Stampede to the confluence with the Bow River is prone to inundation from multiple spill locations and complex overland flows. At this location, the 1-D HEC-RAS model can only provide very rough predictions of water levels within the main channel of the Elbow River and along the side channels of 22nd Ave. SW, 25th Ave. SW and Stampede. 100- and 50-Year Flood Events The inundation extent and depth for the 100-year flood in this area was estimated based on the assumption of linear interpolation of water levels between multiple cross sections along the Elbow River and corresponding cross sections along the Bow River on the north side of the CPR tracks. The interpolation was based on breaklines (linear features that ensure that known elevation values are maintained in a surface) between Cross Sections 577 and 143, 575 and 139, as well as 573 and 137. Water level interpolation was also forced along breaklines from Cross Section 508 (Upstream of Mission Bridge) following Cliff St./5a St. SW to the intersection with 16th Ave. SW, and then following 16th Ave. SW to Cross Section 573 (upstream of Pattison Bridge). Another breakline was defined connecting the 5a St. SW / 16th Ave. SW intersection with Cross Section 121 on the Bow River. The breaklines are shown in Figure 15.

April 2012 Report No. 09-1326-1026.7000 44

P RIN CE ISL 'S B AN RID D

G C

E N

T E

N N

E T R

T N 0

E S ME 1 N M 2 S

OWRI 7 D A O 1 N L DWR R E N NW E W IV 0 D DR L L T M

ROIARIA E T N 1 C N W OM O

M D

E E N 5 MNM N M N AV NW T T O R O T

S N S

O D T M O

0 L N E N A D

1 I

R TT R E RR O J T N A 1 I 3 N E M P 2 N E B U E 4 R E R M I S DG C T E m 124 8 1 E E 9 2 11 126 129 9 133 135 N L 6 118 4

B11 N m

O M

m 0

0 S W

3 E T

5 L 1

5 31 M 5 A

0 S

5 114 N O

W P 13 A D R 1 R 4 N 11 IA

1 K B L

T R D m

I 13

D m 6 4 R

m M

S E M

G 2 O

5 RIA 6 L

7 DR

3 N N 0 E W m

6 m

7 E 0

0 1 5 8

4 1

3 13

m m 7

0 7

3 1

4 M 14

9 2 4 8 m

8 O 4 R 5 OLD LANGEVIN BRIDGE 3 IA L 1 m 1 m 4 D38 1 3 S 3 1 4 0 m R3

7 8 3

5 1 1 N 4 4

0 4 T E 14 2 6 W 14 N S 6 150 R m W D R N m D 2 ORLIA L 150 M 1 E 8 M A E I 3 2 R 8 9 152 O 0 1

EM 1 R

M T

m m

4 4

7 N

0 0

9 m 5 3

3 E

m 4 m m

1 1 9 m C

4 2 8 3 11 2 0

1 1046.12 5 09 1 116 119 0 4 9 1 9 7 1 1 13 6

8 1 1 8 8

4 4 AV 4 m 4 W SW 128 10 121 131 134 0 S 1 130 3 MEMORIAL DR NE V 7 126 8 M

A 122 4 M

W m 124

4 1 E 4 29 W E

S LOUISE BRIDGE E 1 M

E M

V 1 1 O

S O S A 5 S R R 5 1044.15 m I 5 AV S IA A W T 1 T L L 3 R 4 D D S 8 1 S 4 4 R T 6 AV SW 7 R W 14 N 5 N S 1 HARRY KROEGER 9 E E D V 6 AV SW BRIDGE A O W m 6 104 3.42 S E W 0 V 0 151 2 A L S m 5 8 4 7 0 V C 0 8 WA 4 A m

S W m 6 1 3 3 5 105 42.42 9 m M 1 5 V S 8 5 9 A 4 1 m 7

1 4 0 16 8 m

4 T 14 4 5 0 0 5 S 8 8 S 4 T 14 7 1 7 m S 4 2

9 W 1 GEORGE C. 7 44 5 9 AV 7 SW 4 9 m A

V SW KING BRIDGE 72 m

7 472 8 4

3 m

1 7 0

149

5 9

145 147 2 148 151

0 m 1 3 4 8 4 3

3 9 6 2

11 4m A

V SW 1 2 6 3 6 9

1 AV SW 6 8 A

11 AV 6

SW 5 V

1 S

8 E 8 9 m

- 5 A

7 V

5 m

4 S

11 6

AV SW 4 E

12 AV S 9

W 12 AV E

SW 12 A 5

V SW 3 6 4

9 4

E m 6

7 4 7

3 0

3 0 1 6 8 R 3 3 1 1 4 2 AV SW - 6 1 T - 2

4 S - 7 6 6 5 3 7 6

F 3 7

5 m

m 4

5 8

F 5 7 I 8 5 L 5 40

3 6

C 6

W 9 9

m 3 1050.2 5

4 5 6 S 3 9

T m 8

9 7 9 3

2 9 9 9 7 3 3 8 6 6 6 1 3 3 6 6 5 3 6

3 3 5

1 3

1 6 m

17 AV S17W AV SW17 AV SW 5 6

0 17 AV SW 1

6 3 m

1 5 1 2 0 2 1 3 6

1 3

567 575 576 577 6 m

9 6

2 5 2 6 7 m 9 6 1 2 1046 8.05

5 72 574 2 5 6

1 577

5 m 6 1047.83

6 6

5 m

6 5 3 0 1 8

5 3

5 1 5 2

7 6 7 2

6 m

4 m 3 5

m 2

5 8 3 m

6 571 2 6

3 7 6

5 2 9 4 9

1 6

6 2 PATTISON 3

1 3 3 m 9

5 m m 5 7

m m

m 9 m

7 m 2

2 2 6

6 2

5 3 3 7

4 8 9 0

4 8

4 6 6

6 7 2 3 m

8 3

m 4

8 2 7

5 3 1 0 2 0 3

BRIDGE 1 2

1 3

3 3 2 6

3 8

m 9

6 1048.05 2

2 8 3 6 3 m 6 2 2 5 6 m 0

5 571 40 28 0

572 8 2

m 73 2

5 584

8 570 5 6

748 3

4 4

1 3 1

5 2

2 m 8 4 4

6 1

6 2 3 4 m 5

0 6

5 1

T 5 9

m 7

5 5

5 m m 3 1 4 7 8 6

0 m 6

E 2

W 6 2

0 7 2

6 2

m 2

8 5

4 1 3 5 4 9 0

5 m

VICTORIA BRIDGE m 8 5 6

7 9 8

S 1 6

2 5

9 7

8 1

8 6 3

6 0 1

6 m

5 6

2 8 3 1

5 3

5 6

T 6

1 m R

5 6

7 0

6 5 1

6 1

3 m 9 m 551 553 m 4

S 552 554 6 m T 1

2 88 0 8

555 0 255 6 6

6 m

551 552 554 555 9

2 5

S 4 3 2

3 8

m 3

6 1

1 2 6

1 8

m m

8 6 m

7 8

3 7

5 7

5 5 5 5 3 6

3 m 9 1

F 5 5 5 5 8

5 5 8 5

7 6 6

8 m 3 7

3 4

7 5 1

7 2 2

F 7

6 m m

9 8

I 6 9 6 m m 6 4 1

5 4

7 4 3 8 0 5 9

m 5 00 L 2 6 7

4 1

5 4

m 6 1

5 2

6 m

4 3 8

3 5 6

0 7

4 m

1 5 C 8 9 3 8

5 9

5 m

9 6 8 3 2

4 6 m 4

9 8

1052.69 3 146 m 0

1 m 1

6 5 5 4

6 5 7 0 1 1

3 2

595 6 d

5 1

m 1 3

9 3 m 9

5 x

3 0

5 3 1

4 9

4 m

2 1 17 5 m

4 m 0

. 2 2

2 9

4 2 0

m E

8 m

2 2

5 4 4

2 8

9 8

9 4

3 9

2 8 m m 8

5 1 m 1

1 m S 5 1

6 4 8 2

2 m m 1 1 9

1 1

4 3

7 6 4

4 6

m m

4 4 4 6

3 m

m 4

3 2 0

4 1 9 D 4

5 2

0 5

8 2

2 1 E

0 S

2 9 V m

7 2 4 5 5 0 53

4 537 6 A 2 6 2

2 3

2 m 5 R m

0 9

6 1

1 2

509 8 2 m 5 08 3 9 0 8 9 0 6 6 4 1 1 7

5 4

0 9 6

0 3

0 H 9 m 5 5 8 9 0 0 5 4 2 1

1 1 598 m

m 6 T 8 514 2 6 0 3 0 49 50 0 2 9 5 4 8 511 5 9 4 8 3 0 513 516 9

6 1 6 0 m _ 9 2 5 0 4 5 03

4 0 5 7 2 U 9 0 5 2 51 50 50 2 2 5 59 4 3 6

5 0523 526 528 3 9 60 p 5 5 5 2 30 1 0

2 7 9 5

m 1 O

m 5 A 5 3 0

6 V

4 m m 6

5 M 6 S 8

m 8 0

5 528 53 607

9 0 6 6 E

8 m

526 1

0 6 m

m 0

m 9 m

m 6 M

3 7 534

9 1 7

M 9 2

2 3

7 2

7 3

8 3

4 3 4

7 2 A

7 m 5 T

9 5

m 1 5

0 1

9 0 3

m 5

1 5

9 m

8 5

n 0 3

4 6 5

6 3 7 2

3 3 3 5

4 9

1 4 3

3 4 7 5

2 2 9 7 5 C R

m 2

9 5 0 4 5 4 4 w

5 2 9

m 2 7

4 5 2

4 2 5 4 1 2

m 535

m m 7 A A

525 5 3

7 8 536 L

o V 4

MISSION BRIDG4 E 5

1 2 t 2

5 6

4 S

1 4 D 1 2

9 51 5 E

3 E

5 4 4

m E S n

510 4 4

9 51 R

5 8 2

2 T

5 5 5

w 505 21 7 T

2 O

1 4 5 O o 9 4 D F 1 K 4 9 C D 0 4 1 A 0 L

9 0 4 B

_ 5 T

4 9 2

4 5 m

7 9 R

3 3

5 3 9 6

1 5

9 4 1 8 1

g 4

7 m S i

F m

9 2 5

9 m

\ 5

3 2 9

8 5 4

9 m 1

4 4 2 L

m 7 5 6

1 m m

A 7

4 7 m 2

5 4

3 6 5 1 8 9 4

3 2

I U m

8 9

F 8

8 6 \

9 1 8 A m

8 2 4 5 1 4 7 9 4 E

y 0 E 9 4 505 E 4 5 g K S LEGEND 5 G

o 9

l D 8 I 4 R 1 2 D 5 500 S 0 500 R

o 7

7 9 I

8 4 T m

5 9 4 5 A

4 R

d BRIDGE R R

5 5 1 3

m P T y 510 T 6 B

H 8 512 O

\ 515 4 BREAKLINE D 1 SCALE 1:15,000 METRES O 5 A 8 F O

S LOCAL ROAD K E S L C \ PROJECT L 4 A

D R C 8 MAJOR ROAD

4 L

X T A B

3 M 8 D \ BOW AND ELBOW RIVER 100-YEAR FLOOD INUNDATION EXTENT M 4 E g O S n i 100-YEAR FLOOD EXTENT UPDATEE D HYDRAULIC MODEL PROJECT p L R p T

a C 8 100-YEAR FLOOD EXTENT (ISOLATED AREA) 4 TITLE A T M \ O E E M 6 S L O 2 BREAKLINES AND WATER LEVELS G 0 A R F

1 D T K - D I

6 C R (100-YEDAR FLOOD EVENT) FOR INUNDATION 2 R A

3 B O E L 1 E - V B I E L 9 MAPPING AT THE LOWER ELBOW RIVER

0 R V C \ A 6 A PROJECT 09-1326-1026 FILE No.

2 M

3 REFERENCE

1 DESIGN WP 16 Dec. 2011 SCALE AS SHOWN REV. 0 -

9 TRANSPORTATION DATA, CITY BOUNDARY, AND (2011) IMAGERY OBTAINED FROM

0 GIS DC 16 Dec. 2011 \ THE CITY OF CALGARY. 9

0 PROJECTION: 3TM W114 DATUM: NAD 83 CHECK WP Apr. 16, 2012 0 FIGURE: 15 2 \

: Calgary, Alberta REVIEW HZ Apr. 16, 2012 I BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

6.2.1.7 Other Special Areas 1) Upstream of the TransCanada Highway Bridge on 16th Ave. NW (Cross Sections 56 and 57), the 100-year flood inundation extent on the left (east) floodplain was re-determined using the water level at a single spill point (Scenario 2).

2) Edworthy Park (Cross Section 68), the 100-year flood inundation extent on the south floodplain was re- determined using the water level at a single spill point (Scenario 2).

3) Below Shaganappi Point Golf Course (Cross Section 84), the 100-year flood inundation extent on the south floodplain was re-determined using the water level at a single spill point (Scenario 2).

4) The inundation extent west of Deerfoot Trail downstream of the Deerfoot Trail and Heritage Drive intersection (Cross Section 217) was re-determined using the water level at a single spill point (Scenario 2) for 100-year flood.

5) At Fish Creek Park below Deerbrook Crescent SW (Cross Sections 266 to 271), a single overtopping point was determined at Cross Section 266 causing the inundation of parts of the park downstream and a second overtopping approximately at Cross Section 271 during the 100-year flood. The inundation extent in the park area was re-determined using a linear interpolation between the water level at Cross Section 266 and the DEM height at the downstream spill point (Scenario 4).

6) Pearce Estate Park (Cross Sections 171 to 176), a single overtopping point was determined downstream from Cross Section 176 causing the inundation of parts of the park during the 10-year flood. An updated inundation extent was re-determined using the water level at the single spill point. The initial inundation extent in the area was designated as “isolated”.

7) At the RCGA Golf Course (Cross Sections 210 to 222), a single overtopping point was determined around Cross Section 222 causing the inundation of parts of the golf course during the 10-year flood. An updated inundation extent was re-determined using the water level at the single spill point. The initial inundation extent in the area was designated as “isolated”.

April 2012 Report No. 09-1326-1026.7000 46

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

7.0 FLOOD IMPACTS The impact of flood flows on bridges and commercial and residential areas along the Bow and Elbow River are described below. The analysis of flood flows on bridges was based on the HEC-RAS modelling results. 7.1 Flood Impact on Bridges A bridge is considered to be flooded when flood water levels reach its low chord. No bridges along the Bow River are expected to be flooded during events more frequent than the 1:50 year flood event. Two pedestrian bridges (Bowmont and Sue Higgins Pedestrian Bridge) are predicted to be flooded during the 50-year flood. A total of nine bridges are predicted to be flooded during the 100-year flood, including the Langevin Bridge, George C. King Pedestrian Bridge, St. George Island (S) Bridge, Cushing Bridge, Bonnybrook Bridge, Jaipur Bridge, Prince’s Island Bridge and Prince’s Island Pedestrian Bridge in addition to the Bowmont and Sue Higgins Pedestrian Bridges.

The simulated water levels at the Bow River bridges for the 1:5, 1:10, 1:20, 1:50, 1:100, 1;200, 1:500 and 1:1,000 year flood events and the flow velocities and clearance during the 100-year flood are summarized in Table 12.

During the 100-year flood, water levels are predicted to exceed the chord elevations of most bridges along the Elbow River. At 13 of 19 bridges along the Elbow River, the HEC-RAS model predicts that the flood water levels during the 100-year flood would be higher than the minimum bridge deck elevations at: MacDonald Bridge, Stampede Park North, Stampede Park South, New and Old Horse Barn Bridges, Victoria Bridge, Pattison Bridge (2,954), Lindsey Park Pedestrian Bridge (3,483), 25th Ave. SW Bridge (4,043), Mission Bridge (4,783), Rideau Park Bridge (5,506), Riverdale Avenue Pedestrian Bridge (7,601) and Sandy Beach Pedestrian Bridge (8,851).

The simulated water levels at the Elbow River bridges for the 1:5, 1:10, 1:20, 1:50, 1:100, 1;200, 1:500 and 1:1,000 year flood events and the flow velocities and clearance during the 100-year flood are summarized in Table 13.

April 2012 Report No. 09-1326-1026.7000 47

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table 12: Flood Impacts on Bridges along the Bow River Average Flow Clearance for Bridge Min. Deck Min. Low Predicted Water Level at Bridge for Various Flood Events (m) Flood Event Velocity for the 1:100 the 1:100 Year Station Name Elevation Chord Elev. Causing year Flood Event Flood Event (m) (m) (m) 1:2 year 1:5 year 1:10 -year 1:20 year 1:50 year 1:100 year 1:200 year 1:500 year 1:1,000 year Pressure Flow (m/s) (m) 65773 Stoney Trail Bridge 1078.9 1078.0 1071.9 1072.4 1072.8 1073.3 1073.8 1074.3 1074.9 1075.8 1077.2 1.6 3.7 >1:1000 64207 85th Street NW Bridge 1075.4 1073.6 1069.3 1069.8 1070.3 1070.7 1071.5 1072.1 1072.8 1073.8 1076.4 3.7 1.5 1:500 63565 Bowmont Bridge 1070.8 1070.5 1068.3 1068.9 1069.5 1070.1 1070.9 1071.6 1072.4 1073.4 1075.2 2.1 -1.1 1:50 63474 CP Rail Twin Bridges 1072.8 1071.7 1068.1 1068.7 1069.2 1069.8 1070.6 1071.3 1072.1 1073.0 1075.1 3.4 0.4 1:200 59604 John Hextall Bridge 1065.9 1065.1 1061.8 1062.4 1062.8 1063.3 1064.0 1064.7 1065.6 1067.5 1068.0 3.5 0.4 1:200 59583 Souldice Bridge 1067.5 1064.7 1061.7 1062.2 1062.6 1063.1 1063.8 1064.4 1065.2 1067.5 1067.9 3.6 0.3 1:200 59182 TransCanada Highway Bridge 1066.9 1066.6 1060.9 1061.5 1061.9 1062.4 1063.1 1063.7 1064.4 1066.1 1067.1 3.9 2.9 1:1000 56728 Harry Boothman Bridge 1059.0 1058.8 1055.9 1056.5 1056.9 1057.4 1058.1 1058.7 1059.6 1060.9 1061.9 3.4 0.0 1:200 53167 Crowchild Trail Bridge 1056.5 1054.6 1050.4 1050.9 1051.3 1051.8 1052.5 1053.2 1054.0 1055.4 1056.9 3.1 1.4 1:500 51706 Mewata Bridge 1055.9 1053.7 1047.6 1048.0 1048.3 1048.7 1049.3 1049.8 1050.5 1052.0 1053.5 3.7 3.9 >1:1000 50929 Louise Bridge 1050.9 1050.3 1045.6 1046.2 1046.7 1047.2 1048.0 1048.7 1049.6 1051.6 1053.0 2.9 1.6 1:500 50814 North West Light Rail Bridge 1049.9 1048.6 1045.3 1045.9 1046.3 1046.8 1047.6 1048.2 1049.0 1050.9 1052.3 3.3 0.4 1:200 49625 Prince's Island Pedestrian Bridge 1048.3 1047.3 1043.4 1043.9 1044.3 1044.7 1045.4 1045.9 1046.8 1048.6 1050.0 3.1 1.4 1:500 48932 Centre Street Bridge 1047.6 1046.5 1042.0 1042.6 1043.0 1043.5 1044.3 1045.1 1046.0 1048.0 1049.4 3.7 1.5 1:500 48167 4th Ave Flyover 1049.0 1047.0 1040.6 1041.1 1041.5 1042.0 1042.8 1043.4 1044.6 1046.8 1047.6 3.9 3.6 1:1000 48132 Langevin Bridge 1044.8 1043.0 1040.4 1040.9 1041.3 1041.8 1042.5 1043.1 1044.4 1046.7 1047.5 3.8 -0.1 1:100 48023 5th Ave Flyover 1045.8 1043.8 1040.2 1040.7 1041.0 1041.4 1042.1 1042.7 1043.5 1044.7 1045.8 4.2 1.1 1:500 47988 Harry Kroeger Bridge 1044.6 1044.6 1040.1 1040.5 1040.9 1041.3 1041.9 1042.4 1043.1 1044.0 1045.3 4.3 2.2 1:1000 47642 George C. King Bridge 1041.8 1041.3 1039.2 1039.6 1039.9 1040.2 1040.8 1041.4 1042.4 1043.3 1044.1 3.9 -0.1 1:100 46540 St. Georges Island (S) Bridge 1041.1 1040.2 1037.5 1038.0 1038.5 1038.9 1039.7 1040.6 1041.4 1042.5 1043.1 2.7 -0.4 1:100 45573 CP Rail Bridge 1039.9 1038.9 1035.7 1036.2 1036.7 1037.2 1038.0 1038.8 1039.9 1041.7 1042.3 4.3 0.1 1:200 44288 Cushing Bridge 1039.6 1035.8 1032.8 1033.5 1034.0 1034.6 1035.4 1036.1 1037.3 1041.1 1041.6 4.4 -0.2 1:100 41011 Abandoned CP Rail Bridge 1036.4 1035.0 1027.7 1028.4 1029.1 1029.7 1030.7 1031.6 1033.0 1035.4 1035.4 2.9 3.4 1:500 40949 Bonnybrook Bridge 1033.2 1031.0 1027.6 1028.3 1028.9 1029.5 1030.4 1031.3 1032.8 1035.2 1035.2 3.4 -0.3 1:100 40815 Ogden Road Bridge 1035.0 1031.9 1027.4 1028.0 1028.7 1029.3 1030.1 1030.9 1031.8 1033.1 1035.1 4.3 1.0 1:500 40141 Calf Robe Bridge 1034.5 1032.1 1026.1 1026.7 1027.3 1027.7 1028.6 1029.3 1029.9 1031.1 1032.6 3.3 2.9 1:1000 39626 CNR Bridge 1036.0 1032.1 1025.4 1026.0 1026.4 1026.9 1027.7 1028.1 1028.9 1030.1 1031.2 5.6 4.0 >1:1000 37158 Graves Bridge, Upstream 1027.6 1025.4 1020.6 1021.3 1021.8 1022.1 1022.8 1023.5 1024.1 1025.0 1025.6 3.2 1.9 1:1000 37138 Graves Bridge 1027.6 1025.4 1020.6 1021.2 1021.7 1022.0 1022.6 1023.2 1023.8 1024.5 1024.9 3.5 2.2 >1:1000 34433 Eric Harvie Bridge 1019.3 1018.9 1016.2 1016.7 1017.2 1017.7 1018.7 1018.7 1019.4 1020.1 1021.2 3.5 0.2 1:200 32424 Ivor Strong Bridge 1022.8 1019.6 1012.8 1013.5 1014.1 1014.7 1015.2 1016.5 1017.4 1018.5 1020.4 5.4 3.1 1:1000 30868 Sue Higgins Bridge 1013.2 1012.3 1009.8 1010.4 1010.9 1011.5 1012.5 1012.6 1013.2 1013.7 1013.8 4.7 -0.3 1:50 26388 McKenzie Bridge 1004.6 1004.1 1001.1 1001.7 1002.4 1002.9 1003.6 1004.0 1004.5 1005.2 1005.6 3.5 0.1 1:200 23614 Marquis of Lorne Bridge, Upstream 1003.9 1001.9 995.7 996.3 996.9 997.4 998.4 999.0 1000.0 1001.2 1002.5 3.9 2.9 1:1000 23573 Marquis of Lorne Bridge, Downstream 1004.0 1002.4 995.6 996.2 996.7 997.3 998.2 998.8 999.6 1000.4 1001.4 4.4 3.6 >1:1000 18031 Deerfoot Extension, Upstream Bridge 993.9 991.0 985.0 985.6 986.2 986.7 987.5 988.3 989.1 989.9 990.9 4.5 2.7 >1:1000 17998 Deerfoot Extension, Downstream Bridge 993.7 991.0 984.7 985.3 985.8 986.2 986.9 987.5 988.4 989.3 990.4 3.7 3.5 >1:1000 476 Jaipur Bridge 1047.6 1045.9 1044.2 1044.3 1044.6 1044.9 1045.4 1046.1 1047.2 1048.6 1050.0 1.5 -0.2 1:100 308 Prince's Island Pedestrian Bridge 1045.6 1045.1 1042.6 1043.1 1043.6 1044.1 1045.0 1045.8 1047.0 1048.6 1050.0 2.1 -0.7 1:100 1119 Baines Bridge 1042.5 1040.7 1037.9 1038.3 1038.7 1039.2 1039.9 1040.7 1041.7 1043.0 1043.8 2.2 0.1 1:200 434 Zoo Service Bridge 1041.0 1040.1 1036.5 1037.1 1037.7 1038.2 1039.0 1039.8 1040.8 1042.0 1042.6 2.1 0.3 1:200

April 2012 Report No. 09-1326-1026.7000 48

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table 13: Flood Impacts on Bridges along the Elbow River Predicted Water Level at Bridge for Various Flood Events (m) Average Flow Clearance Min. Velocity for the Flood Min. Bridge Low for the 1:100 Event Deck Station Name Chord 1:100 Year Causing Elevation 1:2 1:5 1:10 1:20 1:50 1:100 1:200 1:500 1:1,000 (m) Elev. (m) year year year year year year year year year year Flood Pressure (m) Flood Event Flow Event (m) (m/s)

287 9th Ave SE Bridge 1042.5 1041.3 1038.3 1038.8 1039.4 1039.8 1040.6 1041.4 1043.6 1043.4 1043.9 4.2 0.0 1:100 334 CP Rail Bridge 1044.6 1042.0 1038.4 1039.0 1039.7 1040.3 1041.4 1042.5 1044.9 1045.2 1045.4 4.5 -0.5 1:100 576 MacDonald Bridge 1042.3 1042.1 1038.7 1039.4 1040.3 1040.9 1042.1 1044.0 1045.1 1045.4 1045.7 3.1 -1.9 1:50 991 Stampede Park North 1044.4 1042.9 1039.7 1040.2 1041.1 1041.7 1042.8 1044.5 1045.4 1045.8 1046.1 2.2 -1.6 1:100 1199 Stampede Park South 1042.8 1041.7 1040.0 1040.6 1041.5 1042.2 1044.1 1044.7 1045.5 1045.9 1046.2 1.3 -3.0 1:20 1855 Horse Barn Bridge (old) 1044.6 1043.6 1041.0 1041.6 1042.5 1043.1 1044.5 1045.2 1045.9 1046.3 1046.7 1.8 -1.6 1:50 1902 Horse Barn Bridge (new) 1044.7 1043.9 1041.2 1041.7 1042.7 1043.3 1044.6 1045.3 1045.9 1046.4 1046.7 1.7 -1.3 1:50 2455 Stampede Access Bridge 1046.4 1045.3 1042.1 1042.8 1043.8 1044.5 1045.3 1046.1 1047.6 1048.2 1048.6 4.6 -0.8 1:100 2677 LRT Bridge 1047.8 1045.7 1042.6 1043.3 1044.2 1045.0 1046.0 1047.1 1048.3 1048.9 1049.3 2.0 -1.4 1:50 2720 Victoria Bridge 1047.0 1045.4 1043.0 1043.5 1044.4 1045.1 1046.3 1047.7 1048.5 1049.1 1049.5 3.0 -2.3 1:50 2954 Pattison Bridge 1046.9 1045.4 1043.7 1044.2 1045.0 1045.6 1047.2 1048.1 1048.7 1049.3 1049.7 2.0 -2.7 1:20 3243 Lindsey Park CNR Bridge 1050.2 1048.6 1044.6 1045.1 1045.9 1046.4 1047.6 1048.4 1049.1 1049.9 1050.5 2.6 0.2 1:200 3483 Lindsey Park 1047.5 1046.8 1045.2 1045.7 1046.4 1046.9 1048.0 1048.8 1049.5 1050.4 1051.0 1.9 -2.0 1:20 4043 25th Ave SW Bridge 1050.3 1048.5 1046.5 1047.0 1047.8 1048.4 1049.5 1050.8 1051.1 1051.4 1052.0 4.2 -2.3 1:50 4783 Mission Bridge 1051.7 1050.5 1047.9 1048.5 1049.4 1050.0 1051.2 1052.7 1053.0 1053.5 1054.1 2.6 -2.2 1:50 5506 Rideau Park Bridge 1052.7 1052.4 1049.3 1049.8 1050.6 1051.2 1052.1 1053.3 1053.7 1054.1 1054.6 3.2 -0.8 1:100 7206 Elboya Bridge 1054.8 1054.2 1050.7 1051.4 1052.4 1053.0 1053.9 1054.8 1055.2 1055.8 1056.2 3.0 -0.6 1:100 7601 Riverdale Avenue Bridge 1054.5 1054.1 1051.4 1052.0 1052.9 1053.5 1054.5 1055.5 1056.0 1056.5 1056.9 3.4 -1.4 1:50 8851 Sandy Beach Bridge 1056.5 1056.3 1053.7 1054.3 1055.1 1055.7 1056.7 1057.8 1058.5 1059.2 1059.8 2.2 -1.4 1:50

April 2012 Report No. 09-1326-1026.7000 49

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

7.2 Flood Impacts on Residential and Commercial Areas There are a number of significant areas that are expected to be inundated during the 100-year flood along the Bow and Elbow River study reaches within The City limits based on the inundation mapping analysis described in Section 6.0. 7.2.1 Bow River Valley Ridge  Parts of the Valley Ridge Golf Course are expected to be inundated. Bowness  Bowness Park is expected to be completely inundated during the 100-year flood, while Baker Park on the opposite side of the Bow River would not be prone to inundation;  Significant parts of the residential area downstream of the CP Rail Bridge (Bow Crescent NW) are expected to be inundated;  The main portion of Bowness north of Bowwood Drive NW is expected to be inundated approximately east of 63rd St. NW along Bowness Road to the Shouldice Bridge; and  There will be a dry island around the Bow-Crest Care Centre. Shouldice and Montgomery  An area of inundation is expected along Monserrat Drive NW north of Trans-Canada Highway including the tennis courts; and  Parts of the Edworthy Park are expected to be inundated north of the CP Railway. Kensington/Sunnyside  In the area northeast of the Crowchild Trail/Memorial Drive intersection there are some isolated areas that might be flooded through seepage through the permeable underground or through back ups in the storm sewer system;  There might be potential for street and basement flooding between 20th St. NW and 14th St. NW north of Memorial Drive either following failure of the flood protection embankment or due to water backing up through the storm sewer system;  The area between 14th St. NW and 10th St. NW is expected to be inundated north of Memorial Drive including 5th Ave. NW and parts of Riley Park and Hillhurst Sunnyside Park;  14th St. NW is expected to be inundated at Kensington Close NW and near Robertson College;  10th St. NW is expected to be inundated between Kensington Road NW and Gladstone Road NW;  Parts of the LRT tracks are expected to be affected, including Sunnyside Station; and  The residential area east of 10th St. NW and north of Memorial Drive is expected to be inundated.

April 2012 Report No. 09-1326-1026.7000 50

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Downtown/East Village  Prince’s Island is expected to be completely inundated except for the higher lying area in the centre if the island;  There are two spill points at the north end of 1st St. SW and 2nd St. SW that would likely result in some inundation around 2nd St. SW and along 3rd Ave. SW including Livingston Place;  Parts of Chinatown along 2nd Ave. SW and along 1st St. SE north of 4th Ave. SW are expected to be inundated;  The area near the crossings of 4th Ave. SE, 5th Ave. SE and MacLeod Trail SE is expected to be inundated;  Inundation of East Village east of MacLeod Trail SE is expected to be caused by water flowing from Chinatown eastwards. The HEC-RAS model results predict that there would be no direct connection between the Bow River and East Village between the LRT Bridge and George C. King Pedestrian Bridge;  The 100-year flood water levels are expected to just overtop the CP Railway tracks near 6th St. SE; and  At the time of model and DEM development, construction of the Riverwalk pathway project and land raising in the East Village area was ongoing. The estimated inundation extent for this area should be reviewed when final as-built topography becomes available. Bridgeland  A gap in the flood protection berm at the 4th Avenue Flyover with a width of approximately 10 m was determined based on the City DEM. Starting from that spill point, flooding is expected to extend along McDougall Road to 12th St. NE and would form additional overflow areas at the Memorial Drive embankment back into the Zoo side channel; and  If the gap at the 4th Ave. Flyover would be closed, the Bridgeland area along the McDougall Road is expected to be protected and no downstream connection is anticipated (see Figure 16). Calgary Zoo  The Zoo Island is expected to be nearly completely inundated during the 100-year flood; and  The low lying areas of the Calgary Zoo on the north side of the Zoo side channel and the adjacent Bow River Pathway is expected to be flooded.

April 2012 Report No. 09-1326-1026.7000 51

ED MO NT ON T R NE

I:\2009\09-1326\09-1326-1026\Mapping\MXD\LSA1\Hydrology\FINAL\Fig16_BridgelandMap_20120418.mxd

T R

E MEMORIAL

DR NW

S T

E R

T E

I D

G MEREDITH R E D NE

MCDOUGALL RD NE

R E E E G V G D O I D Y I R L R B F B E N V N I A I V h V E DGE C t I 4 E BR G ER

E G G N OE N N A R MEMORIA 4 AV SW A L K L DR NE T Y L W R S R OLD E R T. N A G E H EO IS R S LA GE T ND 'S

S B (N RID ) GE

E G E ID G R D B I G R

1 N I

K S S . E

T C N

E S

G A Z E R B O O O E SE G R B VIC RID E GE LEGEND 100 0 100 200 SPILLPOINT SCALE 1:7,000 METRES BRIDGE

LOCAL ROAD PROJECT E G MAJOR ROAD BOW AND ELBOW RIVER D I 100-YEAR FLOOD INUNDATION EXTENT UPDATED HYDRAULIC MODEL PROJECT R B

100-YEAR FLOOD EXTENT ) TITLE S ( 100-YEAR FLOOD EXTENT (ISOLATED AREA) 9TH AV DETAIL BRIDGELAND: INUDATION EXTENT WITH D 100-YEAR FLOOD EXTENT (FLOOD CONTROL STRUCTURE FAILURE) E B N RID ASSUMED WATER SURFACE GRADIENT ON A 100-YEAR FLOOD EXTENT (WATER LEVEL ON FLOOD PLAIN SAME AS IN MAIN CHANNEL) 9TH GE L AVE IS TRA FLOOD PLAIN SIMILAR TO BOW RIVER GRADIENT IN B S RI PROJECT 09-1326-1026 FILE No. E DG G REFERENCE E DESIGN WP 28 Nov. 2011 SCALE AS SHOWN REV. 0 R TRANSPORTATION DATA, CITY BOUNDARY, AND (2011) IMAGERY OBTAINED FROM THE CITY OF CALGARY O GIS DC 28 Nov. 2011 E PROJECTION: 3TM W114 DATUM: NAD 83 G CHECK WP Apr. 16, 2012 . FIGURE: 16 T Calgary, Alberta REVIEW HZ Apr. 16, 2012 S BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Inglewood  The Inglewood District is protected against the 100-year flood by a newly built flood protection berm/wall. The average freeboard along the flood protection berm/wall is approximately 0.5 m for the 100-year flood;  Due to the presence of the flood protection along Inglewood, water would not flow in the south-east direction along 9th Ave. SE, underpass the rail tracks and Blackfoot Trail and it would subsequently not lead to flooding of the area south-east of 7th Ave. SE and 16th St. SE;  The area upstream and downstream of the WID weir south of the Bow River including the Pearce Park and 17a St. SE is expected to be inundated. Water flowing south on 17a St. SE is expected to cause flooding of the Blackfoot Trail and areas around the 9th Ave. SE and 19th St. SE intersection including the Piitoayis Family School and the Blackfoot Truck Stop;  On the east bank of the Bow River downstream of the Cushing Bridge, the Inglewood Golf Course and Clubhouse are expected to be subject to flooding; and  On the opposite side, large parts of the Inglewood Bird Sanctuary are expected to be inundated. Bonnybrook/Ogden  Parts of the Bonnybrook Sewage Treatment Plant are expected to be inundated during the 100-year flood event;  Parts of the Old Refinery Park and Beaver Dam Flats are expected to be inundated;  The flood plain area east of Deerfoot Trail and South of Glenmore Trail are expected to be inundated, including the Golf Canada Calgary Centre and the LaFarge Production Plant at 13th St. SE;  Glenmore Trail is expected to be inundated east of the Deerfoot Trail intersection; and  The Heritage Drive underpass under the Glenmore Trail (at Graves Bridge) is expected to be inundated. South Calgary  There are some isolated areas at the Heritage Meadows Way underpass under the Deerfoot Trail and west of Deerfoot Trail including 12th St. SE and 11th St. SE that are expected to be flooded through seepage through permeable underground or through back ups in the storm sewer system;  The Carburn Park and Southland Park are expected to be completely inundated;  The LaFarge Production site south of Southland Park along 15th St. SE is expected to be inundated;  The new development area at Quarry Park is assumed to be protected against flooding based on design drawings provided by The City;  The Enmax Power Station south of the Ivor Strong Bridge and the Eaglequest Golf Driving Range are expected to be within the inundated flood plain;  Most parts of the McKenzie Meadows Golf Club are expected to be inundated. On the opposite side parts of the Fish Creek Provincial Park is expected to be inundated;

April 2012 Report No. 09-1326-1026.7000 53

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

 South of the Marquis of Lorne Bridge inundation is expected on the left and right flood plain. There is some new development on the east side of the Bow River (new Golf Course, residential development). It is recommended to update the inundation extent once the development in this area has been completed;  There is a new development in the community of Cranston on the west side of the Bow River including a meandering creek that was constructed starting from the Bow River approximately at 194th St. SE. It is recommended to update the inundation mapping once the development has been completed; and  South of the Deerfoot Extension Bridge both flood plains are prone to inundation during the 100-year flood event. 7.2.2 Elbow River Riverdale/Elbow Park  The residential areas at Riverdale Ave. and parts of the Lansdowne Ave. are expected to be inundated during the 100-year flood event. The area south of the Elbow River and east of 5th St. SW are expected to be inundated including Stanley Park; and  As described in Section 6.2.1.5, it was assumed that the water would spill into the residential areas upstream of the Elboya Bridge. If the water level would be levelled throughout the residential areas along both sides of Elbow Drive SW between 34th Ave. SW and 40th Ave. SW, the inundation extent would be significantly larger (see Figure 17). Rideau Park/Roxboro  The inundation during the 100-year flood event is expected to extend throughout Rideau Park all the way back to the relatively steep valley walls; and  The Roxboro District is located on the south side of the Elbow River downstream from Rideau Park. Roxboro is expected to be completely inundated during the 100-year flood event. Roxboro Road is expected to form a significant side channel that would convey approximately 10% of the 100-year flood flows. Mission  Flood flows are expected to spill into the Mission District upstream of the Mission Bridge and to flow north along Cliff Street. The area north of Mission Bridge between 4th St. SW and 5th St. SW south of 24th Ave. SW is expected to be inundated;  Flood flows from the spill at Mission Bridge along Cliff Street are expected to inundate parts of the Uptown area between 17th Ave. SW and the CP Rail tracks. Based on the assumptions described in Section 6.2.1.6 the underpass under the rail tracks of 4th St. SW and 5th St. SW is expected to be flooded; and  The area east of 2nd St. SW is expected to be affected including 26th Ave. SW and 25th Ave. SW and the 25th Ave. Bridge.

April 2012 Report No. 09-1326-1026.7000 54

I:\2009\09-1326\09-1326-1026\Mapping\MXD\LSA1\Hydrology\FINAL\Fig17_ElbowParkMap_20120418.mxd

M IS S IO N R D SW RIDEAU

W PARK S

BRIDGE W T S

T 0 S

1 4 34 AV SW

38 AV SW RIVERDALE AVE BRIDGE

450

N I

O F ELBOYA

D BRIDGE E

O I

LEGEND 100 0 100 200 BRIDGE LOCAL ROAD SCALE 1:8,000 METRES MAJOR ROAD 100-YEAR FLOOD INUNDATION EXTENT PROJECT 100-YEAR FLOOD EXTENT BOW AND ELBOW RIVER 100-YEAR FLOOD EXTENT (ISOLATED AREA) UPDATED HYDRAULIC MODEL PROJECT 100-YEAR FLOOD EXTENT (WATER LEVEL ON FLOOD PLAIN SAME AS AT SPILLPOINT) TITLE DETAIL ELBOW PARK: INUNDATION EXTENT WITH POOLED WATER LEVELS BASED ON SINGLE SPILLPOINT

PROJECT 09-1326-1026 FILE No. REFERENCE DESIGN WP 28 Nov. 2011 SCALE AS SHOWN REV. 0 TRANSPORTATION DATA, CITY BOUNDARY, AND (2011) IMAGERY OBTAINED FROM THE CITY OF CALGARY GIS DC 29 Nov. 2011 PROJECTION: 3TM W114 DATUM: NAD 83 CHECK WP Apr. 16, 2012 FIGURE: 17 Calgary, Alberta REVIEW HZ Apr. 16, 2012 BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Erlton  The Erlton district is expected to be inundated between 25th Ave. SW and 22nd Ave. SW. The 22nd Ave. SW is a designated flood way that is expected to convey significant flood flow from the Elbow River;  MacLeod Trail and the C-Train tracks are expected to be inundated between 25th Ave. SW and 22nd Ave. SW including the Erlton C-Train Station; and  Lindsay Park is expected to be inundated with exception of the Talisman Centre. Victoria and Stampede  Based on the assumption described in Section 6.2.1.6 most parts of Victoria and Stampede are expected to be inundated during the 100-year flood; and  MacLeod Trail and 1st St. SE are expected to be flooded between the Elbow River bridges to the rail tracks including their underpasses.

April 2012 Report No. 09-1326-1026.7000 56

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

8.0 CONCLUSIONS The following conclusions reflect the results of the model calibration, model accuracy, flood profiles, inundation mapping methodology and inundation extent. 8.1 Model Calibration Bow River The Bow River channel bed roughness values were calibrated for low flow (measured discharge and water level data collected over a five month period from April 30 to September 20, 2010) and high flow (2005 flood event) conditions. The calibrated channel bed Manning’s values along the Bow River range from 0.030 to 0.040. The calibration results show that there is no significant difference in Manning’s values for low and high flows on the Bow River. The mean difference between the simulated and the surveyed HWMs by AEW for the 2005 flood event was -0.02 m with values in the range of ±0.35 m. This is considered a very good model result for high flows. Elbow River The Elbow River channel bed roughness values were calibrated for low flow (discharge and water level data collected from April 16 to May 7, 2010) and high flow (2005 flood event) conditions. Both The City and AEW conducted high watermark surveys of the 2005 flood event. Along the Elbow River there is a discrepancy between these data sets. Following discussions with The City and AEW, it was decided to consider the AEW high HWMs as more reliable than the data collected by The City. The calibrated channel bed Manning’s value was 0.035 along the 11.3 km Elbow River study reach. However, using this roughness value the model slightly underestimated water levels during low flows and predicts on the conservative (high) side for flood flows. This is consistent with the typical effects of Manning’s value on simulated river water levels. Following discussions with The City and AEW it was decided to use one Manning’s value (n = 0.035) for all flows, instead of varying values. The mean difference between the simulated and the surveyed HWMs by AEW for the 2005 flood event was +0.08 m with values in the range of -0.17 m to +0.19 m. This is considered a very good model result for high flows. AEW is +0.08 m with values in the range of -0.17 m to +0.19 m. 8.2 Accuracy of Model Predictions A model sensitivity analysis was conducted to determine the effects of changing model roughness values on simulated water levels. The discharge used for the model sensitivity analysis was associated with the 100-year flood event.

The results of the sensitivity analysis show that variation of the main channel roughness values has a much higher influence on flood water levels than variation of the flood plain roughness values. The uncertainty in the expected flood levels is estimated to be, on average, within the range of ±0.17 m along the Bow River and ±0.13 m along the Elbow River, based on the differences in the expected flood levels associated with the ±10% changes of the calibrated channel and floodplain Manning’s values.

These uncertainties are considered to indicate the accuracy of the model predictions for the 100-year flood.

April 2012 Report No. 09-1326-1026.7000 57

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

8.3 Flood Profiles Surface water profiles were simulated for the 1:5, 1:10, 1:20, 1:50, 1:100, 1;200, 1:500 and 1:1,000 year flood events using the calibrated hydraulic model. The calibrated HEC-RAS model used automatic flow optimizations at the flow split locations.

The 2005 flood event used for the model calibration was estimated to have a return period of 30 years along the Elbow River and a return period of 10 to 20 years on the Bow River. No data were available on the actual flood conveyance patterns, spilling of flood flows through the streets along the Elbow River or inundation extent behind flood protection berms/walls (e.g. Kensington/Sunnyside) for higher flows. It should be noted that for all flood flow simulations, the areas where spillage was expected during flood flows (other than those areas included in a modelled side channel), were considered ineffective flow areas. This means that it was assumed that the simulated flood flows were conveyed only in the main and side channels and no flow loss was considered. This is a conservative assumption, because flow loss at spillage locations is expected to reduce the flows and water levels in the main channel. This effect becomes increasingly important for flows greater than the 100-year flood. 8.4 Key Inundation Areas The main residential and/or commercial development areas along the Bow and Elbow Rivers that would be affected during the 100-year flood based on the simulated flood water levels are described as follows: Bow River 1) Bowness: Significant parts of the residential area downstream of the CP Rail Bridge (Bow Crescent NW) are expected to be inundated. The main portion of Bowness north of Bowwood Drive NW are expected to be inundated approximately east of 63rd St. NW along Bowness Road to the Shouldice Bridge.

2) Kensington/Sunnyside: The area between 14th St. NW and 10th St. NW is expected to be inundated north of Memorial Drive including 5th Ave. NW and parts of Riley Park and Hillhurst Sunnyside Park. 14th St. NW is expected to be inundated at Kensington Close NW and near Robertson College. 10th St. NW is expected to be inundated between Kensington Road NW and Gladstone Road NW. Parts of the LRT tracks are expected to be affected, including Sunnyside Station. The residential area east of 10th St. NW and north of Memorial Drive is expected to be inundated.

3) Downtown: Prince’s Island is expected to be completely inundated except for the higher area in the centre if the island. There are two spill points at the north end of 1st St. SW and 2nd St. SW. It is expected that these spill points cause some inundation around 2nd St. SW and along 3rd Ave. SW including Livingston Place. Parts of Chinatown along 2nd Ave. SW and along 1st St. SE north of 4th Ave. SW are expected to be inundated. The area near the crossings of 4th Ave. SE, 5th Ave. SE and MacLeod Trail SE is expected to be inundated. Inundation of East Village east of MacLeod Trail SE is expected to be caused by water flowing from Chinatown eastwards.

4) Bridgeland: A gap in the flood protection berm at the 4th Avenue Flyover with a width of approximately 10 m was determined based on the City DEM. Starting from that spill point, flooding is expected to extend along McDougall Road to 12th St. NE and would form additional overflow areas at the Memorial Drive embankment back into the Zoo side channel (see Figure 16).

April 2012 Report No. 09-1326-1026.7000 58

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

5) Calgary Zoo: The Zoo Island is expected to be nearly completely inundated during the 100-year flood. The low lying areas of the Calgary Zoo on the north side of the Zoo side channel and the adjacent Bow River Pathway is expected to be flooded.

6) South Calgary: Inundation was expected at various areas along the Bow River south of the WID Weir, including: Parts of Heritage Meadows, Carburn Park and Southland Park, the LaFarge Production site south of Southland Park, the Enmax Power Station south of the Ivor Strong Bridge, the Eaglequest Golf Driving Range, most parts of the McKenzie Meadows Golf Club, Parts of the Fish Creek Provincial Park and parts of the left and right flood plains south of the Deerfoot Extension Bridge. Elbow River 1) Riverdale/Elbow Park: The residential areas at Riverdale Ave. and parts of the Lansdowne Ave. were expected to be inundated during the 100-year flood. The area south of the Elbow River and east of 5th St. SW was expected to be inundated including Stanley Park. There is risk of inundation on both sides of Elbow Drive SW between 34th Ave. SW and 40th Ave. (see Figure 17).

2) Rideau Park/Roxboro: The flood inundation during the 100-year flood was expected to extend throughout Rideau Park. Roxboro was expected to be completely inundated. Roxboro Road is expected to form a significant side channel that would convey flood flows.

3) Mission: It was expected that flood flows would spill into the Mission District upstream of the Mission Bridge and would flow north along Cliff Street. The area north of Mission Bridge between 4th St. SW and 5th St. SW south of 24th Ave. SW would be inundated. Flood flows from the spill at Mission Bridge along Cliff Street were expected to cause inundation of parts of the Uptown area between 17th Ave. SW and the CP Rail tracks. The underpasses under the rail tracks of 4th St. SW and 5th St. SW. were expected to be flooded. The area east of 2nd St. SW was expected to be affected including 26th Ave. SW and 25th Ave. SW and the 25th Ave. Bridge.

4) Erlton Area: Inundation was expected between 25th Ave. SW and 22nd Ave. SW. The 22nd Ave. SW is a designated flood way that is expected to convey significant flood flow from the Elbow River. MacLeod Trail and the C-Train tracks were expected to be inundated between 25th Ave. SW and 22nd Ave. SW including the Erlton C-Train Station. Lindsay Park was expected to be completely inundated with exception of the Talisman Centre.

5) Victoria and Stampede: Inundation was expected for most parts of Victoria and Stampede during the 100- year flood. MacLeod Trail and 1st St. SE are expected to be flooded between the Elbow River bridges to the rail tracks including their underpasses. 8.5 Flood Impacts on Bridges A bridge is considered to be affected by flooding when flood water levels reach its lower chord. Along the Bow River no bridges are expected to be flooded during flood events with a return period of less than 50 years. Two pedestrian bridges (Bowmont and Sue Higgins Pedestrian Bridge) are expected to be flooded during the 50-year flood event. A total of nine bridges are expected to be flooded during the 100-year flood, including the Langevin Bridge, George C. King Pedestrian Bridge, St. George Island (S) Bridge, Cushing Bridge, Bonnybrook Bridge, Jaipur Bridge, Prince’s Island Bridge and Prince’s Island Pedestrian Bridge in addition to the Bowmont and Sue Higgins Pedestrian Bridges.

April 2012 Report No. 09-1326-1026.7000 59

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Along the Elbow River, the expected 100-year flood water levels are expected to exceed the lower chord elevations of most bridges along the Elbow River. The flood water levels were expected to be higher than the minimum bridge deck elevations at: MacDonald Bridge, Stampede Park North, Stampede Park South, New and Old Horse Barn Bridges, Victoria Bridge, Pattison Bridge, Lindsey Park Pedestrian Bridge, 25th Ave. SW Bridge, Mission Bridge, Rideau Park Bridge, Riverdale Avenue Pedestrian Bridge and Sandy Beach Pedestrian Bridge (13 of 19 bridges along the Elbow River).

April 2012 Report No. 09-1326-1026.7000 60

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

REFERENCES AGRA Earth & Environment Ltd. 1996. Elbow River / Rockyview Flood Risk Mapping Study, HEC-RAS and DEM files.

Alberta Environment. 1983, 1996. City of Calgary Floodplain Study – Volume I and II.

Alberta Environment. 2007. Hydraulic Model Evaluation using 2005 High Water Mark Data for Bow and Elbow Rivers through Calgary.

City of Calgary. 2005. 2005 Flood Report.

City of Calgary. 2009. Draft June 2005 River Flood Data Report.

Golder. 2010. Hydrology Study – Bow and Elbow River Updated Hydraulic Model Project.

Golder 2012. Survey and DEM Creation – Bow and Elbow River Updated Hydraulic Model Project.

Northwest hydraulic consultants. 2007. Estimated River Levels at WID weir after construction form comprehensive physical model.

US Army Corps of Engineers. 2010. HEC-RAS River Analysis System, User’s Manual, Vers. 4.1.

W-E-R Engineering/IBI Group/Ecos Engineering. 1986. Draft Elbow River Flood Plain Management Study.

LIMITATION OF LIABILITY This report has been prepared by Golder Associates Ltd. (Golder) for the benefit of the client to whom it is addressed. The information and data contained herein represent Golder's best professional judgment in light of the knowledge and information available to Golder at the time of preparation. Except as required by law, this report and the information and data contained herein are to be treated as confidential and may be used and relied upon only by the client, its officers and employees. Golder denies any liability whatsoever to other parties who may obtain access to this report for any injury, loss or damage suffered by such parties arising from their use of, or reliance upon, this report or any of its contents without the express written consent of Golder and the client.

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

APPENDIX A Model Calibration

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.1: Comparison of Simulated and Surveyed Water Levels along the Bow River during the 2010 Bathymetry Survey

Difference Distance from (Simulated Water Daily the Bearspaw Surveyed Simulated Level ‐ Surveyed Simulated Discharge Surveyed Surveyed Manning's n (Channel values are highlighted) Dam Station in Station Water Level Water Level Water Level) Discharge from Gauge Discharge Date (km) Flood Mapping (m) (m) (m) (m³/s) (m³/s) (m³/s) 0.1 1 69342.20 1076.04 1075.85 ‐0.19 111.6 150.3 111.6 7/22/2010 0.035 0.4 2 69134.80 1075.88 1075.70 ‐0.18 111.6 150.3 111.6 7/22/2010 0.035 0.6 3 68889.00 1075.59 1075.50 ‐0.09 111.6 150.3 111.6 7/22/2010 0.035 0.8 4 68699.50 1075.18 1075.14 ‐0.04 111.6 150.3 111.6 7/22/2010 0.035 1.0 5 68466.60 1074.56 1074.57 0.01 111.6 150.3 111.6 7/22/2010 0.035 1.2 6 68272.30 1074.33 1074.29 ‐0.04 111.6 150.3 111.6 7/22/2010 0.035 1.6 7 67927.30 1073.83 1073.71 ‐0.12 111.6 150.3 111.6 7/22/2010 0.035 2.0 8 67497.70 1073.44 1073.37 ‐0.07 111.6 150.3 111.6 7/22/2010 0.035 2.3 9 67187.20 1073.26 1073.10 ‐0.16 111.6 150.3 111.6 7/22/2010 0.035 2.6 10 66862.50 1072.57 1072.34 ‐0.23 111.6 150.3 111.6 7/22/2010 0.035 3.1 11 66385.00 1071.22 1071.51 0.29 98.0 97.7 95‐99 8/3/2010 0.035 3.3 12 66149.30 1071.07 1071.37 0.30 98.0 97.7 95‐99 8/3/2010 0.035 3.5 13 65945.20 1070.77 1071.06 0.29 98.0 97.7 95‐99 8/3/2010 0.035 3.9 16 65599.50 1070.22 1070.13 ‐0.09 98.0 97.7 95‐99 8/3/2010 0.035 4.0 17 65501.70 1070.23 1070.04 ‐0.19 98.0 97.7 95‐99 8/3/2010 0.035 4.1 18 65351.90 1069.97 1069.90 ‐0.07 98.0 97.7 95‐99 8/3/2010 0.035 4.4 19 65131.70 1069.76 1069.68 ‐0.08 98.0 97.7 95‐99 8/3/2010 0.035 4.6 20 64930.90 1069.36 1069.46 0.10 98.0 97.7 95‐99 8/3/2010 0.035 0.05 0.08 0.035 4.9 22 64580.10 1068.74 1068.73 ‐0.01 98.0 97.7 95‐99 8/3/2010 0.035 5.3 25 64193.20 1067.98 1067.93 ‐0.05 100.6 104.0 100.6 7/23/2010 0.05 0.035 0.08 5.4 26 64135.20 1067.93 1067.85 ‐0.08 100.6 104.0 100.6 7/23/2010 0.1 0.035 0.08 5.6 27 63876.80 1067.26 1067.24 ‐0.02 100.6 104.0 100.6 7/23/2010 0.035 5.8 28 63656.50 1066.86 1066.78 ‐0.08 100.6 104.0 100.6 7/23/2010 0.1 0.035 5.9 29 63575.80 1066.73 1066.66 ‐0.07 100.6 104.0 100.6 7/23/2010 0.1 0.035 6.0 31 63488.60 1066.65 1066.62 ‐0.03 100.6 104.0 100.6 7/23/2010 0.035 6.0 32 63460.00 1066.64 1066.60 ‐0.04 100.6 104.0 100.6 7/23/2010 0.035 6.3 34 63240.40 1066.44 1066.41 ‐0.03 100.6 104.0 100.6 7/23/2010 0.1 0.035 6.4 35 63068.60 1066.17 1065.92 ‐0.25 100.6 104.0 100.6 7/23/2010 0.1 0.035 0.05 6.7 36 62816.90 1065.63 1065.58 ‐0.05 100.6 104.0 100.6 7/23/2010 0.04 0.05 0.035 6.9 37 62618.90 1065.56 1065.44 ‐0.12 100.6 104.0 100.6 7/23/2010 0.04 0.035 7.1 38 62411.10 1065.10 1065.16 0.06 100.6 104.0 100.6 7/23/2010 0.035 7.4 40 62142.00 1064.62 1064.61 ‐0.01 100.6 104.0 100.6 7/23/2010 0.035 7.7 42 61820.30 1064.08 1064.12 0.04 100.6 104.0 100.6 7/23/2010 0.035 7.9 44 61544.30 1063.96 1064.14 0.18 165.9 161.4 165.9 6/23/2010 0.08 0.035 8.4 45 61066.70 1063.15 1063.44 0.29 165.9 161.4 165.9 6/23/2010 0.04 0.08 0.05 0.035 8.7 46 60788.50 1062.65 1062.90 0.25 165.9 161.4 165.9 6/23/2010 0.08 0.035 0.04 9.0 47 60533.00 1062.18 1062.31 0.13 165.9 161.4 165.9 6/23/2010 0.08 0.035 9.1 48 60353.10 1061.98 1062.10 0.12 165.9 161.4 165.9 6/23/2010 0.1 0.035 9.3 49 60205.50 1061.97 1061.99 0.02 165.9 161.4 165.9 6/23/2010 0.1 0.035 9.6 51 59915.60 1061.57 1061.53 ‐0.04 165.9 161.4 165.9 6/23/2010 0.035 9.7 52 59753.90 1061.05 1061.15 0.10 165.9 161.4 165.9 6/23/2010 0.1 0.05 0.035 9.9 53 59622.10 1060.91 1060.92 0.01 165.9 161.4 165.9 6/23/2010 0.035 9.9 55 59558.30 1060.74 1060.60 ‐0.14 165.9 161.4 165.9 6/23/2010 0.035 10.2 56 59316.40 1059.72 1059.79 0.07 122.4 150.3 122.4 7/20/2010 0.03 0.1 10.3 57 59209.50 1059.55 1059.65 0.10 122.4 150.3 122.4 7/20/2010 0.03 0.1 10.3 58 59153.20 1059.40 1059.42 0.02 122.4 150.3 122.4 7/20/2010 0.03 10.4 59 59056.90 1059.36 1059.33 ‐0.03 122.4 150.3 122.4 7/20/2010 0.03 10.6 60 58895.90 1059.14 1059.07 ‐0.07 122.4 150.3 122.4 7/20/2010 0.03 10.8 61 58736.10 1058.88 1058.81 ‐0.07 122.4 150.3 122.4 7/20/2010 0.03 11.0 62 58454.30 1058.40 1058.51 0.11 122.4 150.3 122.4 7/20/2010 0.03 11.3 64 58195.50 1057.72 1057.75 0.03 122.4 150.3 122.4 7/20/2010 0.05 0.03 0.1 0.03 11.5 65 58000.00 1057.41 1057.50 0.09 122.4 150.3 122.4 7/20/2010 0.1 0.05 0.03 11.7 66 57756.10 1057.07 1057.17 0.10 122.4 150.3 122.4 7/20/2010 0.1 0.05 0.03 12.0 67 57496.50 1056.82 1056.78 ‐0.04 122.4 150.3 122.4 7/20/2010 0.1 0.05 0.03 0.08 12.2 68 57275.20 1056.21 1056.52 0.31 122.4 150.3 122.4 7/20/2010 0.03 0.1 0.03 0.05 0.08 12.6 70 56883.90 1054.15 1054.35 0.20 62.5 67.2 62.5 10/21/2010 0.05 0.03 12.8 72 56713.80 1053.83 1054.22 0.39 62.5 67.2 62.5 10/21/2010 0.1 0.05 0.03 12.9 73 56576.80 1054.76 1054.32 ‐0.44 104.7 150.3 104.7 7/19/2010 0.03 0.08 13.3 75 56193.80 1053.01 1052.95 ‐0.06 62.5 67.2 62.5 10/21/2010 0.05 0.03 0.1 13.5 76 56018.50 1052.70 1052.68 ‐0.02 62.5 67.2 62.5 10/21/2010 0.05 0.03 13.8 77 55740.90 1052.13 1052.55 0.42 62.5 67.2 62.5 10/21/2010 0.05 0.03 0.04 13.9 78 55567.50 1052.09 1052.53 0.44 62.5 67.2 62.5 10/21/2010 0.05 0.03 14.2 79 55296.20 1053.26 1053.10 ‐0.16 181.8 190.8 181.8 6/28/2010 0.1 0.05 0.03 0.05 0.08 14.5 81 54986.70 1052.64 1052.70 0.06 181.8 190.8 181.8 6/28/2010 0.05 0.03 0.08 14.9 82 54635.70 1052.08 1052.15 0.07 181.8 190.8 181.8 6/28/2010 0.1 0.05 0.03 0.08 15.0 83 54464.00 1051.86 1051.84 ‐0.02 181.8 190.8 181.8 6/28/2010 0.05 0.03 0.08 15.2 84 54277.50 1051.39 1051.30 ‐0.09 181.8 190.8 181.8 6/28/2010 0.1 0.05 0.03 15.4 85 54068.40 1050.83 1050.74 ‐0.09 181.8 190.8 181.8 6/28/2010 0.1 0.05 0.03 0.08 15.7 86 53806.00 1050.55 1050.37 ‐0.18 181.8 190.8 181.8 6/28/2010 0.1 0.05 0.03 0.08 15.9 87 53604.80 1050.23 1050.07 ‐0.16 181.8 190.8 181.8 6/28/2010 0.03 0.1 0.05 0.03 16.1 88 53354.80 1049.55 1049.79 0.24 181.8 190.8 181.8 6/28/2010 0.1 0.05 0.03 0.05 16.3 89 53240.10 1049.39 1049.45 0.06 135.3 163.6 135.3 7/2/2010 0.05 0.03 16.4 91 53140.30 1049.27 1049.28 0.01 135.3 163.6 135.3 7/2/2010 0.1 0.03 16.5 92 52963.70 1048.64 1048.69 0.05 135.3 163.6 135.3 7/2/2010 0.1 0.05 0.03 0.05 16.7 93 52791.70 1048.34 1048.51 0.17 135.3 163.6 135.3 7/2/2010 0.03 0.1 16.9 94 52608.90 1048.36 1048.40 0.04 135.3 163.6 135.3 7/2/2010 0.1 0.03 17.0 95 52455.80 1048.13 1048.20 0.07 135.3 163.6 135.3 7/2/2010 0.03 0.05 0.1 17.2 96 52278.80 1047.70 1047.86 0.16 135.3 163.6 135.3 7/2/2010 0.1 0.05 0.03 0.05 17.3 97 52149.00 1047.41 1047.63 0.22 135.3 163.6 135.3 7/2/2010 0.1 0.05 0.03 0.05 0.03 17.6 98 51892.80 1047.02 1047.06 0.04 135.3 163.6 135.3 7/2/2010 0.03 0.1 17.8 99 51740.90 1046.51 1046.74 0.23 135.3 163.6 135.3 7/2/2010 0.05 0.03 0.1 17.8 100 51687.60 1046.36 1046.49 0.13 135.3 163.6 135.3 7/2/2010 0.05 0.03 0.05 0.1 18.0 101 51518.90 1045.88 1045.94 0.06 135.3 163.6 135.3 7/2/2010 0.05 0.03 0.05 18.2 102 51328.30 1045.42 1045.50 0.08 135.3 163.6 135.3 7/2/2010 0.05 0.03 0.05 0.1 18.4 103 51114.40 1044.92 1045.09 0.17 135.3 163.6 135.3 7/2/2010 0.03 0.05 0.1 0.05 0.1 0.05 0.03 0.05 18.7 106 50830.70 1043.85 1044.00 0.15 135.3 163.6 135.3 7/2/2010 0.032 0.05 0.1 18.7 107 50800.40 1043.80 1043.72 ‐0.08 135.3 163.6 135.3 7/2/2010 0.032 0.05 0.032 0.05 0.1 18.8 108 50705.60 1043.74 1043.54 ‐0.20 135.3 163.6 135.3 7/2/2010 0.032 0.05 0.032 0.05 0.1 18.9 109 50553.20 1043.73 1043.32 ‐0.41 135.3 163.6 135.3 7/2/2010 0.05 0.032 0.05 19.3 115 50203.50 1043.47 1043.35 ‐0.12 157.8 190.5 157.8 6/29/2010 0.032 19.5 117 50021.40 1042.83 1042.90 0.07 157.8 190.5 157.8 6/29/2010 0.032 19.7 120 49822.20 1042.60 1042.55 ‐0.05 157.8 190.5 157.8 6/29/2010 0.032 0.08 0.1 19.9 123 49642.10 1042.24 1042.32 0.08 157.8 190.5 157.8 6/29/2010 0.05 0.032 0.08 19.9 125 49613.20 1042.26 1042.27 0.01 157.8 190.5 157.8 6/29/2010 0.032 0.05 0.032 0.08 20.0 127 49464.30 1042.06 1042.02 ‐0.04 157.8 190.5 157.8 6/29/2010 0.032 0.08 0.1 20.3 132 49218.30 1041.45 1041.42 ‐0.03 157.8 190.5 157.8 6/29/2010 0.032 0.08 20.9 137 48602.50 1040.19 1040.32 0.13 157.8 190.5 157.8 6/29/2010 0.032 0.05 0.1 21.1 138 48430.80 1039.93 1039.89 ‐0.04 157.8 190.5 157.8 6/29/2010 0.032 0.05 0.1 21.3 139 48199.90 1039.72 1039.70 ‐0.02 191.1 168.5 191.1 6/24/2010 0.032 0.1 21.4 141 48115.20 1039.58 1039.54 ‐0.04 191.1 168.5 191.1 6/24/2010 0.032 21.4 142 48049.90 1039.32 1039.44 0.12 191.1 168.5 191.1 6/24/2010 0.032 0.05 0.032 21.5 144 47955.00 1039.43 1039.27 ‐0.16 191.1 168.5 191.1 6/24/2010 0.05 0.032 21.7 145 47784.70 1038.91 1038.81 ‐0.10 191.1 168.5 191.1 6/24/2010 0.032 21.9 149 47571.70 1038.45 1038.25 ‐0.20 191.1 168.5 191.1 6/24/2010 0.032 22.2 151 47271.80 1037.43 1037.68 0.25 216.3 189.4 216.3 6/25/2010 0.05 0.032 22.4 153 47047.20 1037.16 1036.81 ‐0.35 216.3 228.8 216.3 6/25/2010 0.032 0.05 22.7 157 46775.00 1036.80 1036.89 0.09 216.3 228.8 216.3 6/25/2010 0.032 0.05 22.9 159 46563.80 1036.76 1036.81 0.05 216.3 228.8 216.3 6/25/2010 0.032 23.0 161 46517.60 1036.64 1036.75 0.11 216.3 228.8 216.3 6/25/2010 0.032 0.05 23.2 162 46328.90 1036.28 1036.45 0.17 216.3 228.8 216.3 6/25/2010 0.032 23.5 166 46024.40 1035.85 1035.90 0.05 216.3 228.8 216.3 6/25/2010 0.032 23.7 168 45743.20 1035.55 1035.71 0.16 216.3 228.8 216.3 6/25/2010 0.032 25.2 179 44264.90 1031.70 1031.62 ‐0.08 177.7 189.3 177.7 6/21/2010 0.040 0.1 25.5 180 43980.20 1031.63 1031.42 ‐0.21 177.7 189.3 177.7 6/21/2010 0.040 0.05 25.7 181 43808.40 1031.54 1031.25 ‐0.29 177.7 189.3 177.7 6/21/2010 0.040 0.05 0.04 26.0 182 43493.00 1030.51 1030.42 ‐0.09 177.7 189.3 177.7 6/21/2010 0.040 0.05 0.04 26.2 183 43271.90 1030.01 1029.78 ‐0.23 177.7 189.3 177.7 6/21/2010 0.040 0.04 26.4 184 43060.50 1029.95 1029.80 ‐0.15 177.7 189.3 177.7 6/21/2010 0.040 0.04 26.6 185 42899.60 1029.78 1029.75 ‐0.03 177.7 189.3 177.7 6/21/2010 0.040 26.8 186 42662.30 1029.47 1029.37 ‐0.10 177.7 189.3 177.7 6/21/2010 0.040 0.08 27.1 187 42408.70 1028.84 1028.92 0.08 177.7 189.3 177.7 6/21/2010 0.040 0.08 27.3 188 42229.80 1028.47 1028.54 0.07 177.7 189.3 177.7 6/21/2010 0.040 27.7 189 41758.60 1027.62 1027.72 0.10 199.8 189.5 199.8 6/22/2010 0.040 0.05 28.0 190 41493.00 1027.17 1026.94 ‐0.23 199.8 189.5 199.8 6/22/2010 0.040 28.5 192 40984.70 1026.20 1026.41 0.21 199.8 189.5 199.8 6/22/2010 0.040 0.05 28.6 193 40852.40 1026.08 1026.21 0.13 199.8 189.5 199.8 6/22/2010 0.040 0.05 28.8 195 40702.90 1024.98 1024.83 ‐0.15 50.2 54.6 50.2 4/27/2010 0.05 0.040 0.05 28.9 196 40543.30 1024.87 1024.64 ‐0.23 50.2 71.8 ‐ 4/30/2010 0.05 0.040 0.1 29.0 197 40453.00 1024.71 1024.45 ‐0.26 50.2 71.8 ‐ 4/30/2010 0.040 29.2 198 40327.90 1024.30 1024.23 ‐0.07 50.2 71.8 ‐ 4/30/2010 0.05 0.040 29.3 199 40182.90 1024.14 1024.09 ‐0.05 50.2 71.8 ‐ 4/30/2010 0.05 0.040 29.4 200 40105.40 1024.12 1024.02 ‐0.10 50.2 71.8 ‐ 4/30/2010 0.05 0.040 29.5 201 40035.70 1023.98 1023.92 ‐0.06 50.2 71.8 ‐ 4/30/2010 0.040 29.6 202 39919.00 1023.81 1023.80 ‐0.01 50.2 71.8 ‐ 4/30/2010 0.05 0.040 29.8 203 39730.20 1023.57 1023.61 0.04 50.2 71.8 ‐ 4/30/2010 0.05 0.040 0.04 29.8 204 39662.60 1023.48 1023.53 0.05 50.2 71.8 ‐ 4/30/2010 0.05 0.040 0.05 0.04 30.0 206 39506.40 1023.16 1023.05 ‐0.11 50.2 71.8 ‐ 4/30/2010 0.04 0.05 0.040 30.1 207 39362.50 1022.97 1022.82 ‐0.15 50.2 71.8 ‐ 4/30/2010 0.05 0.040 30.2 208 39251.70 1022.75 1022.66 ‐0.09 50.2 71.8 ‐ 4/30/2010 0.04 0.05 0.040 30.4 209 39101.10 1022.31 1022.31 0.00 50.2 71.8 ‐ 4/30/2010 0.04 0.05 0.040 0.05 30.5 210 38978.00 1022.18 1022.10 ‐0.08 50.2 71.8 ‐ 4/30/2010 0.08 0.040 0.05 30.6 211 38927.20 1022.17 1022.08 ‐0.09 50.2 71.8 ‐ 4/30/2010 0.08 0.040 0.05 30.7 212 38785.30 1022.11 1022.01 ‐0.09 50.2 71.8 ‐ 4/30/2010 0.08 0.040 0.05 31.0 213 38529.70 1021.68 1021.70 0.03 50.2 71.8 ‐ 4/30/2010 0.08 0.040 0.05 31.1 214 38390.30 1021.28 1021.15 ‐0.12 50.2 71.8 ‐ 4/30/2010 0.1 0.040 31.1 215 38347.60 1021.26 1021.04 ‐0.21 50.2 71.8 ‐ 4/30/2010 0.1 0.040 0.05

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.1: Comparison of Simulated and Surveyed Water Levels along the Bow River during the 2010 Bathymetry Survey (Continued)

Difference Distance from (Simulated Water Daily the Bearspaw Surveyed Simulated Level ‐ Surveyed Simulated Discharge Surveyed Surveyed Manning's n (Channel values are highlighted) Dam Station in Station Water Level Water Level Water Level) Discharge from Gauge Discharge Date (km) Flood Mapping (m) (m) (m) (m³/s) (m³/s) (m³/s) 31.3 216 38177.80 1020.60 1020.43 ‐0.17 50.2 71.8 ‐ 4/30/2010 0.1 0.040 0.05 31.5 217 38031.50 1020.10 1020.10 0.01 50.2 71.8 ‐ 4/30/2010 0.04 0.05 0.040 0.05 31.5 218 37947.70 1019.98 1020.02 0.04 50.2 71.8 ‐ 4/30/2010 0.04 0.05 0.040 0.05 31.6 219 37862.20 1020.04 1019.98 ‐0.05 50.2 71.8 ‐ 4/30/2010 0.04 0.05 0.040 0.05 31.7 220 37790.00 1019.97 1019.95 ‐0.02 50.2 71.8 ‐ 4/30/2010 0.04 0.05 0.040 31.8 221 37646.80 1019.93 1019.83 ‐0.10 50.2 71.8 ‐ 4/30/2010 0.04 0.05 0.040 32.3 223 37185.30 1019.56 1019.68 0.12 199.8 189.5 199.8 6/22/2010 0.05 0.040 32.4 225 37111.80 1019.50 1019.47 ‐0.03 199.8 189.5 199.8 6/22/2010 0.1 0.05 0.035 32.5 226 36966.60 1019.06 1019.14 0.08 168.9 142.8 168.9 6/16/2010 0.1 0.035 32.8 227 36694.00 1018.76 1018.77 0.01 168.9 142.8 168.9 6/16/2010 0.035 33.1 228 36379.30 1018.20 1018.31 0.11 168.9 142.8 168.9 6/16/2010 0.035 33.5 229 35968.00 1017.59 1017.66 0.07 168.9 142.8 168.9 6/16/2010 0.035 33.8 230 35673.00 1017.01 1017.10 0.09 168.9 142.8 168.9 6/16/2010 0.035 34.1 231 35388.10 1016.74 1016.82 0.08 168.9 142.8 168.9 6/16/2010 0.035 0.05 0.04 34.2 232 35267.50 1016.69 1016.79 0.10 201.6 181.5 201.6 6/17/2010 0.035 0.05 0.04 34.4 233 35084.00 1016.21 1016.43 0.22 201.6 181.5 201.6 6/17/2010 0.035 0.05 0.035 0.05 0.04 34.7 235 34801.30 1015.54 1015.60 0.06 201.6 181.5 201.6 6/17/2010 0.035 0.05 0.035 0.05 34.9 236 34553.00 1015.09 1015.29 0.20 215.0 202.5 215.0 6/18/2010 0.05 0.035 0.05 0.1 35.0 237 34445.50 1015.06 1015.23 0.17 215.0 202.5 215.0 6/18/2010 0.05 0.035 0.1 35.1 238 34423.50 1015.04 1015.21 0.17 215.0 202.5 215.0 6/18/2010 0.05 0.035 0.1 35.3 239 34221.80 1014.92 1015.01 0.09 215.0 202.5 215.0 6/18/2010 0.05 0.035 0.1 35.4 240 34061.40 1014.42 1014.68 0.26 215.0 202.5 215.0 6/18/2010 0.05 0.035 0.05 0.08 0.05 0.035 35.8 241 33736.60 1013.60 1013.89 0.29 215.0 202.5 215.0 6/18/2010 0.035 0.1 36.0 242 33518.50 1013.48 1013.58 0.10 215.0 202.5 215.0 6/18/2010 0.035 36.1 243 33418.70 1013.42 1013.50 0.08 215.0 202.5 215.0 6/18/2010 0.035 36.3 244 33221.80 1012.93 1012.94 0.01 215.0 202.5 215.0 6/18/2010 0.035 0.05 36.6 245 32931.50 1012.51 1012.58 0.07 215.0 202.5 215.0 6/18/2010 0.035 0.05 0.04 36.7 246 32776.10 1012.26 1012.41 0.15 215.0 202.5 215.0 6/18/2010 0.035 0.05 0.04 36.9 247 32588.40 1011.85 1012.06 0.21 215.0 202.5 215.0 6/18/2010 0.035 0.05 37.0 248 32456.20 1011.67 1011.88 0.21 215.0 202.5 215.0 6/18/2010 0.035 37.1 249 32397.20 1011.61 1011.71 0.10 215.0 202.5 215.0 6/18/2010 0.035 37.4 250 32109.20 1010.77 1011.01 0.24 215.0 202.5 215.0 6/18/2010 0.1 0.035 0.05 0.08 37.5 251 32005.20 1010.76 1010.86 0.10 215.0 202.5 215.0 6/18/2010 0.05 0.035 0.1 37.9 252 31594.90 1009.80 1009.75 ‐0.05 89.3 ‐ 89.3 7/7/2010 0.035 0.05 0.1 38.2 253 31293.80 1009.25 1009.32 0.07 89.3 ‐ 89.3 7/7/2010 0.05 0.035 0.1 38.5 254 31013.00 1008.68 1008.60 ‐0.08 89.3 ‐ 89.3 7/7/2010 0.035 38.6 255 30885.30 1008.38 1008.34 ‐0.04 89.3 ‐ 89.3 7/7/2010 0.05 0.035 38.6 256 30851.30 1008.30 1008.29 ‐0.01 89.3 ‐ 89.3 7/7/2010 0.05 0.035 38.9 257 30639.50 1008.08 1007.96 ‐0.12 89.3 ‐ 89.3 7/7/2010 0.05 0.035 39.1 258 30422.00 1007.87 1007.46 ‐0.41 89.3 ‐ 89.3 7/7/2010 0.05 0.035 39.4 259 30090.30 1006.81 1006.85 0.04 89.3 ‐ 89.3 7/7/2010 0.1 0.05 0.035 39.6 260 29872.70 1006.54 1006.61 0.07 89.3 ‐ 89.3 7/7/2010 0.1 0.05 0.035 39.8 261 29654.60 1006.27 1006.04 ‐0.23 89.3 ‐ 89.3 7/7/2010 0.1 0.035 40.2 262 29312.10 1005.05 1005.00 ‐0.05 89.3 ‐ 89.3 7/7/2010 0.035 40.4 263 29053.20 1004.97 1004.80 ‐0.17 89.3 ‐ 89.3 7/7/2010 0.035 40.7 264 28790.20 1004.58 1004.56 ‐0.02 89.3 ‐ 89.3 7/7/2010 0.035 41.0 265 28512.90 1003.68 1003.84 0.16 89.3 ‐ 89.3 7/7/2010 0.035 41.3 266 28184.40 1002.67 1002.70 0.03 89.3 ‐ 89.3 7/7/2010 0.035 41.6 267 27849.20 1002.04 1002.11 0.07 95.5 124.7 95.5 7/8/2010 0.035 41.8 268 27669.10 1001.76 1001.79 0.03 95.5 124.7 95.5 7/8/2010 0.1 0.035 42.0 269 27518.10 1001.45 1001.57 0.13 95.5 124.7 95.5 7/8/2010 0.1 0.035 42.3 270 27219.60 1001.07 1001.05 ‐0.02 95.5 124.7 95.5 7/8/2010 0.035 42.6 271 26870.30 1000.28 1000.38 0.10 95.5 124.7 95.5 7/8/2010 0.035 42.8 272 26651.80 1000.01 999.98 ‐0.03 95.5 124.7 95.5 7/8/2010 0.035 43.1 273 26397.30 999.60 999.62 0.02 95.5 124.7 95.5 7/8/2010 0.035 43.1 274 26381.10 999.60 999.60 0.00 95.5 124.7 95.5 7/8/2010 0.035 43.4 276 26044.80 999.45 999.44 ‐0.01 155.1 187.3 155.1 6/30/2010 0.035 43.7 277 25787.20 998.77 998.81 0.05 155.1 187.3 155.1 6/30/2010 0.035 43.9 278 25558.50 998.49 998.45 ‐0.04 155.1 187.3 155.1 6/30/2010 0.04 0.035 44.2 279 25336.70 998.18 998.09 ‐0.09 155.1 187.3 155.1 6/30/2010 0.035 44.4 280 25134.10 997.80 997.77 ‐0.03 155.1 187.3 155.1 6/30/2010 0.035 0.04 44.4 281 25047.70 997.41 997.35 ‐0.06 95.5 124.7 95.5 7/8/2010 0.035 44.6 282 24909.80 996.94 996.63 ‐0.31 95.5 124.7 95.5 7/8/2010 0.035 44.7 283 24779.30 996.52 996.50 ‐0.02 95.5 124.7 95.5 7/8/2010 0.035 44.8 284 24653.30 996.43 996.37 ‐0.06 95.5 124.7 95.5 7/8/2010 0.035 45.0 285 24506.90 996.24 996.20 ‐0.04 95.5 124.7 95.5 7/8/2010 0.035 45.1 286 24361.00 996.13 995.75 ‐0.38 95.5 124.7 95.5 7/8/2010 0.035 45.5 287 24008.30 994.51 994.60 0.09 80.1 77.4 80.1 8/23/2010 0.035 45.7 288 23774.40 994.31 994.32 0.01 80.1 77.4 80.1 8/23/2010 0.035 45.9 289 23641.70 994.04 994.14 0.10 80.1 77.4 80.1 8/23/2010 0.035 46.0 292 23508.70 993.86 993.80 ‐0.06 80.1 77.4 80.1 8/23/2010 0.035 46.1 293 23348.80 993.20 993.34 0.14 80.1 77.4 80.1 8/23/2010 0.035 46.3 294 23212.10 993.03 993.16 0.13 80.1 77.4 80.1 8/23/2010 0.035 46.5 295 22988.70 992.79 992.60 ‐0.19 80.1 77.4 80.1 8/23/2010 0.035 46.9 296 22597.30 991.70 991.83 0.13 80.1 77.4 80.1 8/23/2010 0.035 47.2 297 22311.60 991.39 991.37 ‐0.02 80.1 77.4 80.1 8/23/2010 0.035 47.3 298 22180.20 991.23 990.70 ‐0.53 80.1 77.4 80.1 8/23/2010 0.035 47.6 299 21913.70 990.02 990.01 ‐0.01 72.9 78.5 72.9 10/20/2010 0.035 48.0 300 21473.00 989.05 989.00 ‐0.05 72.9 78.5 72.9 10/20/2010 0.035 48.7 302 20839.50 988.34 988.50 0.16 72.9 78.5 72.9 10/20/2010 0.035 49.0 303 20486.30 987.92 987.93 0.01 72.9 78.5 72.9 10/20/2010 0.035 49.4 304 20116.20 986.82 986.96 0.14 72.9 78.5 72.9 10/20/2010 0.035 49.7 305 19754.90 986.29 986.33 0.04 72.9 78.5 72.9 10/20/2010 0.035 50.0 306 19480.10 985.62 985.84 0.22 72.9 78.5 72.9 10/20/2010 0.035 50.3 307 19229.20 984.93 985.37 0.44 72.9 78.5 72.9 10/20/2010 0.035 50.5 308 19001.90 984.54 984.42 ‐0.12 72.9 78.5 72.9 10/20/2010 0.035 50.8 309 18715.80 983.66 983.97 0.31 72.9 78.5 72.9 10/20/2010 0.035 51.1 310 18349.70 983.84 983.72 ‐0.12 72.5 79.6 72.5 8/24/2010 0.035 51.7 314 17788.00 982.55 982.65 0.10 72.5 79.6 72.5 8/24/2010 0.035 52.0 315 17527.80 982.33 981.85 ‐0.48 72.5 79.6 72.5 8/24/2010 0.035 52.3 316 17162.80 981.25 981.38 0.13 72.5 79.6 72.5 8/24/2010 0.035 52.6 317 16891.20 980.74 980.66 ‐0.08 72.5 79.6 72.5 8/24/2010 0.035 52.9 318 16585.00 979.90 979.99 0.09 72.5 79.6 72.5 8/24/2010 0.035 53.4 319 16067.20 979.45 979.44 ‐0.01 72.5 79.6 72.5 8/24/2010 0.040 53.7 320 15800.80 978.49 978.03 ‐0.46 72.5 79.6 72.5 8/24/2010 0.040 54.2 321 15336.90 976.37 976.58 0.21 72.5 79.6 72.5 8/24/2010 0.040 54.4 322 15137.40 976.21 976.31 0.10 72.5 79.6 72.5 8/24/2010 0.040 54.6 323 14867.60 975.86 976.06 0.20 72.5 79.6 72.5 8/24/2010 0.040 54.9 324 14601.00 975.66 975.91 0.25 72.5 79.6 72.5 8/24/2010 0.040 55.1 325 14345.40 975.63 975.47 ‐0.16 76.3 74.0 76.3 9/9/2010 0.040 55.5 326 14037.60 974.45 974.51 0.06 76.3 74.0 76.3 9/9/2010 0.040 55.8 327 13711.80 974.12 974.05 ‐0.07 76.3 74.0 76.3 9/9/2010 0.040 56.2 328 13326.40 973.21 973.27 0.06 76.3 74.0 76.3 9/9/2010 0.040 56.4 329 13049.90 972.59 972.64 0.05 76.3 74.0 76.3 9/9/2010 0.040 56.8 330 12701.30 971.71 971.78 0.07 76.3 74.0 76.3 9/9/2010 0.040 57.2 331 12318.00 970.93 970.97 0.04 76.3 74.0 76.3 9/9/2010 0.040 57.5 332 11994.80 970.23 970.17 ‐0.06 76.3 74.0 76.3 9/9/2010 0.040 57.8 333 11700.60 969.12 969.20 0.08 76.3 74.0 76.3 9/9/2010 0.040 58.0 334 11521.10 968.78 968.99 0.21 76.3 74.0 76.3 9/9/2010 0.040 58.4 335 11135.20 968.63 968.49 ‐0.14 76.3 74.0 76.3 9/9/2010 0.040 58.7 336 10780.40 967.70 967.96 0.26 76.3 74.0 76.3 9/9/2010 0.040 59.0 337 10470.90 967.51 967.29 ‐0.22 76.3 74.0 76.3 9/9/2010 0.040 59.6 338 9936.07 965.62 965.48 ‐0.14 69.6 72.3 69.6 9/10/2010 0.040 60.0 339 9519.49 964.58 964.81 0.23 69.6 72.3 69.6 9/10/2010 0.040 60.4 340 9108.65 964.33 964.36 0.03 69.6 72.3 69.6 9/10/2010 0.040 60.9 341 8623.14 963.52 963.70 0.18 69.6 72.3 69.6 9/10/2010 0.040 61.2 342 8277.93 962.87 962.85 ‐0.02 69.6 72.3 69.6 9/10/2010 0.040 61.6 343 7927.64 961.72 961.83 0.11 69.6 72.3 69.6 9/10/2010 0.040 61.8 344 7675.81 961.50 961.50 0.00 69.6 72.3 69.6 9/10/2010 0.040 62.2 345 7246.07 960.88 961.02 0.14 69.6 72.3 69.6 9/10/2010 0.040 62.6 346 6931.86 960.10 959.92 ‐0.18 69.6 72.3 69.6 9/10/2010 0.040 62.9 347 6559.56 958.90 959.00 0.10 69.6 72.3 69.6 9/10/2010 0.040 63.2 348 6300.20 958.72 958.78 0.06 69.6 72.3 69.6 9/10/2010 0.040 63.4 349 6046.65 958.58 958.51 ‐0.07 69.6 72.3 69.6 9/10/2010 0.040 63.8 350 5643.28 957.76 957.83 0.07 69.6 72.3 69.6 9/10/2010 0.040 64.2 351 5307.66 957.18 957.29 0.11 69.6 72.3 69.6 9/10/2010 0.040 64.7 352 4811.21 956.34 956.35 0.01 69.6 72.3 69.6 9/10/2010 0.040 65.2 353 4323.06 955.02 954.78 ‐0.24 64.4 73.8 64.4 9/11/2010 0.040 65.7 354 3840.34 954.48 954.46 ‐0.02 64.4 73.8 64.4 9/11/2010 0.040 65.9 355 3565.57 954.33 954.30 ‐0.03 64.4 73.8 64.4 9/11/2010 0.040 66.3 356 3194.54 953.32 953.22 ‐0.10 64.4 73.8 64.4 9/11/2010 0.040 66.6 357 2910.12 952.38 952.46 0.09 64.4 73.8 64.4 9/11/2010 0.040 66.9 358 2570.53 951.87 951.89 0.02 64.4 73.8 64.4 9/11/2010 0.040 67.2 359 2337.84 951.49 951.47 ‐0.02 64.4 73.8 64.4 9/11/2010 0.040 67.5 360 1991.14 951.31 951.00 ‐0.31 64.4 73.8 64.4 9/11/2010 0.040 68.0 361 1535.90 950.32 950.30 ‐0.02 64.4 73.8 64.4 9/11/2010 0.040 68.3 362 1171.55 949.66 949.58 ‐0.08 64.4 73.8 64.4 9/11/2010 0.040 68.7 363 825.16 948.96 949.09 0.13 64.4 73.8 64.4 9/11/2010 0.040 69.1 364 385.67 948.09 948.00 ‐0.09 64.4 73.8 64.4 9/11/2010 0.040 69.5 365 0.00 946.93 946.68 ‐0.25 64.4 73.8 64.4 9/11/2010 0.040

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.2: Comparison of Simulated and Surveyed Water Levels along the Elbow River during the 2010 Bathymetry Survey

Difference Daily Discharge Distance (Simulated from Gauge at from the Water Level ‐ Elbow River Manning's n (Channel values are highlighted) Glenmore Station in Surveyed Simulated Surveyed Water Simulated below Surveyed Dam Flood Station Water Level Water Level Level) Discharge Glenmore Dam Discharge Surveyed (km) Mapping (m) (m) (m) (m) (m³/s) (m³/s) (m³/s) Date 0.1 366 11343.00 1057.40 1057.19 ‐0.21 3.0 2.9 2.6 5/3/2010 0.04 0.035 0.06 0.1 367 11303.20 1057.26 1057.17 ‐0.09 3.0 2.9 2.6 5/3/2010 0.04 0.035 0.06 0.2 368 11266.60 1057.06 1056.89 ‐0.17 3.0 2.9 2.6 5/3/2010 0.04 0.035 0.06 0.2 369 11240.90 1056.77 1056.67 ‐0.10 3.0 2.9 2.6 5/3/2010 0.04 0.035 0.2 370 11203.80 1056.70 1056.54 ‐0.16 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.3 371 11152.60 1056.63 1056.53 ‐0.10 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.3 372 11098.60 1056.61 1056.43 ‐0.18 3.0 2.9 2.6 5/3/2010 0.035 0.4 373 11047.60 1056.41 1056.15 ‐0.26 3.0 2.9 2.6 5/3/2010 0.035 0.4 374 10988.90 1056.19 1056.08 ‐0.11 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.5 375 10947.40 1056.16 1056.06 ‐0.10 3.0 2.9 2.6 5/3/2010 0.035 0.5 376 10888.60 1056.08 1056.03 ‐0.05 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.6 377 10844.20 1056.05 1056.01 ‐0.04 3.0 2.9 2.6 5/3/2010 0.035 0.6 378 10796.90 1056.03 1055.95 ‐0.08 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.7 379 10756.90 1055.93 1055.88 ‐0.05 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.7 380 10704.80 1055.86 1055.82 ‐0.04 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.8 381 10657.20 1055.82 1055.68 ‐0.14 3.0 2.9 2.6 5/3/2010 0.035 0.8 382 10611.40 1055.56 1055.44 ‐0.12 3.0 2.9 2.6 5/3/2010 0.035 0.9 383 10541.90 1055.51 1055.34 ‐0.17 3.0 2.9 2.6 5/3/2010 0.06 0.035 0.9 384 10499.70 1055.47 1055.33 ‐0.14 3.0 2.9 2.6 5/3/2010 0.06 0.035 1.0 385 10427.20 1055.43 1055.28 ‐0.15 3.0 2.9 2.6 5/3/2010 0.06 0.035 1.0 386 10382.00 1055.26 1055.00 ‐0.26 3.0 2.9 2.6 5/3/2010 0.06 0.035 1.1 387 10307.30 1054.84 1054.69 ‐0.15 3.0 2.9 2.6 5/3/2010 0.06 0.035 1.2 388 10253.40 1054.83 1054.69 ‐0.14 3.0 2.9 2.6 5/3/2010 0.06 0.035 0.04 1.2 389 10193.90 1054.76 1054.61 ‐0.15 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.04 1.3 390 10149.20 1054.66 1054.51 ‐0.15 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.04 1.3 391 10091.40 1054.65 1054.48 ‐0.17 3.0 2.9 2.6 5/3/2010 0.08 0.035 0.04 1.4 392 10012.70 1054.45 1054.33 ‐0.12 3.0 2.9 2.6 5/3/2010 0.035 0.04 1.5 393 9915.55 1054.43 1054.14 ‐0.29 3.0 2.9 2.6 5/3/2010 0.035 1.5 394 9872.66 1054.41 1054.14 ‐0.27 3.0 2.9 2.6 5/3/2010 0.035 1.6 395 9791.10 1053.98 1054.14 0.16 3.0 2.9 2.6 5/3/2010 0.035 1.7 396 9707.11 1054.23 1054.06 ‐0.17 3.0 2.9 2.6 5/3/2010 0.035 0.04 1.8 397 9618.04 1053.21 1053.41 0.20 3.0 2.9 2.6 5/3/2010 0.035 0.04 1.9 398 9540.12 1053.47 1053.40 ‐0.07 3.0 2.9 2.6 5/3/2010 0.035 0.04 1.9 399 9484.17 1053.44 1053.37 ‐0.07 3.0 2.9 2.6 5/3/2010 0.035 2.0 400 9461.58 1053.42 1053.36 ‐0.06 3.0 2.8 2.5 4/19/2010 0.035 2.0 401 9441.53 1053.40 1053.36 ‐0.04 3.0 2.9 2.6 5/3/2010 0.08 0.035 2.0 402 9425.84 1053.45 1053.34 ‐0.11 3.0 2.8 2.5 4/19/2010 0.08 0.035 0.06 2.0 403 9374.99 1053.34 1053.28 ‐0.06 3.0 2.8 2.5 4/19/2010 0.035 0.06 2.1 404 9323.23 1053.24 1053.20 ‐0.04 3.0 2.8 2.5 4/19/2010 0.035 0.06 2.1 405 9294.15 1053.22 1053.16 ‐0.06 3.0 2.8 2.5 4/19/2010 0.035 0.06 2.2 406 9262.98 1053.22 1053.12 ‐0.10 3.0 2.8 2.5 4/19/2010 0.035 0.06 2.2 407 9221.02 1053.17 1053.07 ‐0.10 3.0 2.8 2.5 4/19/2010 0.035 0.06 2.3 408 9147.02 1053.02 1052.99 ‐0.03 3.0 2.8 2.5 4/19/2010 0.035 0.06 2.3 409 9083.05 1052.97 1052.93 ‐0.04 3.0 2.8 2.5 4/19/2010 0.035 0.06 2.4 410 9031.28 1052.93 1052.90 ‐0.03 3.0 2.8 2.5 4/19/2010 0.035 0.06 2.5 411 8957.19 1052.91 1052.86 ‐0.05 3.0 2.8 2.5 4/19/2010 0.035 0.06 2.5 412 8898.73 1052.79 1052.79 0.00 3.0 2.8 2.5 4/19/2010 0.06 0.035 0.08 2.6 413 8854.00 1052.73 1052.74 0.01 3.0 2.8 2.5 4/19/2010 0.035 0.08 2.6 414 8849.63 1052.73 1052.67 ‐0.06 3.0 2.8 2.5 4/19/2010 0.06 0.035 0.08 2.7 415 8745.16 1052.27 1052.29 0.02 3.0 2.8 2.5 4/19/2010 0.035 0.08 2.7 416 8696.07 1052.28 1052.29 0.01 3.0 2.8 2.5 4/19/2010 0.06 0.035 0.08 2.8 417 8601.46 1052.26 1052.27 0.01 3.0 2.8 2.5 4/19/2010 0.06 0.035 0.06 0.08 2.9 418 8534.98 1052.19 1052.23 0.04 3.0 2.8 2.5 4/19/2010 0.06 0.035 0.06 0.08 2.9 419 8485.66 1052.16 1052.15 ‐0.01 3.0 2.8 2.5 4/19/2010 0.06 0.035 0.06 3.0 420 8423.29 1051.99 1051.94 ‐0.05 3.0 2.8 2.5 4/19/2010 0.06 0.035 0.06 3.1 422 8326.18 1051.88 1051.79 ‐0.09 3.0 2.8 2.5 4/19/2010 0.06 0.035 3.2 425 8216.91 1051.60 1051.59 ‐0.01 3.0 3.0 2.7 5/4/2010 0.035 3.2 426 8180.92 1051.57 1051.52 ‐0.05 3.0 3.0 2.7 5/4/2010 0.035 3.3 427 8120.80 1051.52 1051.46 ‐0.06 3.0 3.0 2.7 5/4/2010 0.035 3.3 429 8067.70 1051.51 1051.44 ‐0.07 3.0 3.0 2.7 5/4/2010 0.035 3.4 430 8022.76 1051.51 1051.42 ‐0.09 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.4 431 7984.52 1051.47 1051.39 ‐0.08 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.5 433 7915.79 1051.46 1051.36 ‐0.10 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.6 434 7849.46 1051.27 1051.26 ‐0.01 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.6 436 7812.59 1050.75 1050.66 ‐0.09 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.7 437 7746.48 1050.63 1050.59 ‐0.04 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.7 438 7709.58 1050.66 1050.56 ‐0.10 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.8 439 7658.06 1050.57 1050.44 ‐0.13 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.8 440 7614.19 1050.41 1050.34 ‐0.07 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.8 441 7604.56 1050.37 1050.32 ‐0.05 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.8 444 7577.17 1050.34 1050.31 ‐0.03 3.0 3.0 2.7 5/4/2010 0.06 0.035 3.9 445 7518.28 1050.36 1050.31 ‐0.05 3.0 3.0 2.7 5/4/2010 0.035 3.9 446 7480.31 1050.32 1050.30 ‐0.02 3.0 3.0 2.7 5/4/2010 0.035 4.0 447 7425.98 1050.30 1050.28 ‐0.02 3.0 3.0 2.7 5/4/2010 0.035 4.0 448 7389.81 1050.27 1050.27 0.00 3.0 3.0 2.7 5/4/2010 0.035 4.1 449 7344.99 1050.20 1050.23 0.03 3.0 3.0 2.7 5/4/2010 0.035 4.1 450 7321.02 1050.09 1050.16 0.07 3.0 3.0 2.7 5/4/2010 0.035 0.08 4.2 452 7237.86 1049.73 1049.75 0.02 3.0 3.0 2.7 5/4/2010 0.035 0.08 4.2 454 7194.68 1049.43 1049.48 0.05 3.0 3.0 2.4 5/5/2010 0.035 0.06 4.2 455 7180.71 1049.43 1049.42 ‐0.01 3.0 3.0 2.4 5/5/2010 0.035 0.06 4.3 456 7145.76 1049.33 1049.29 ‐0.04 3.0 3.0 2.4 5/5/2010 0.035 0.06 4.3 457 7104.48 1049.14 1049.13 ‐0.01 3.0 3.0 2.4 5/5/2010 0.035 4.4 458 7063.15 1049.12 1049.10 ‐0.02 3.0 3.0 2.4 5/5/2010 0.035 0.06 4.4 459 7012.12 1049.11 1049.07 ‐0.04 3.0 3.0 2.4 5/5/2010 0.035 0.06 4.4 460 6985.46 1049.07 1049.03 ‐0.04 3.0 3.0 2.4 5/5/2010 0.035 0.06 4.5 461 6935.45 1049.14 1049.02 ‐0.12 3.0 3.0 2.4 5/5/2010 0.06 0.035 0.06 4.5 462 6880.83 1049.09 1049.00 ‐0.09 3.0 3.0 2.4 5/5/2010 0.06 0.035 0.06 4.6 463 6836.83 1049.05 1048.99 ‐0.06 3.0 3.0 2.4 5/5/2010 0.06 0.035 0.06 4.6 464 6799.51 1049.08 1048.98 ‐0.10 3.0 3.0 2.4 5/5/2010 0.06 0.035 4.7 465 6747.87 1049.09 1048.98 ‐0.11 3.0 3.0 2.4 5/5/2010 0.06 0.035 4.7 466 6710.16 1049.07 1048.97 ‐0.10 3.0 3.0 2.4 5/5/2010 0.06 0.035 0.06 4.8 467 6601.99 1048.92 1048.81 ‐0.11 3.0 3.0 2.4 5/5/2010 0.06 0.035 4.9 468 6556.52 1048.82 1048.75 ‐0.07 3.0 3.0 2.4 5/5/2010 0.06 0.035 4.9 469 6520.97 1048.80 1048.74 ‐0.06 3.0 3.0 2.4 5/5/2010 0.06 0.035 0.06 4.9 470 6498.13 1048.83 1048.74 ‐0.09 3.0 3.0 2.4 5/5/2010 0.06 0.035 4.9 471 6470.12 1048.81 1048.74 ‐0.07 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.0 472 6426.95 1048.82 1048.74 ‐0.08 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.0 473 6380.89 1048.82 1048.74 ‐0.08 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.1 474 6338.75 1048.80 1048.74 ‐0.06 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.1 475 6286.60 1048.79 1048.72 ‐0.07 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.2 476 6230.35 1048.78 1048.72 ‐0.06 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.2 477 6180.65 1048.79 1048.72 ‐0.07 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.3 478 6111.64 1048.88 1048.72 ‐0.16 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.4 479 6033.91 1048.79 1048.72 ‐0.07 3.0 3.0 2.4 5/5/2010 0.05 0.035 0.06 5.5 480 5952.60 1048.81 1048.71 ‐0.10 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.5 481 5887.03 1048.58 1048.52 ‐0.06 3.0 3.0 2.4 5/5/2010 0.035 0.06 5.6 482 5784.93 1048.23 1048.17 ‐0.06 3.0 3.0 2.4 5/5/2010 0.035 0.08 0.035 0.08 5.7 483 5709.24 1048.09 1048.11 0.02 3.0 3.0 2.4 5/5/2010 0.035 5.8 484 5658.39 1048.11 1048.11 0.00 3.0 3.0 2.4 5/5/2010 0.05 0.035 5.8 485 5581.63 1048.15 1048.10 ‐0.05 3.0 3.0 2.4 5/5/2010 0.05 0.035 5.9 487 5494.83 1048.06 1048.09 0.03 3.0 3.0 2.4 5/5/2010 0.05 0.035 6.0 488 5428.31 1048.04 1048.07 0.03 3.0 3.0 2.4 5/5/2010 0.05 0.035 6.0 489 5392.01 1048.07 1048.06 ‐0.01 3.0 3.0 2.5 5/6/2010 0.05 0.035 6.1 490 5337.24 1048.07 1048.05 ‐0.02 3.0 3.0 2.5 5/6/2010 0.05 0.035 6.1 491 5303.41 1048.03 1048.04 0.01 3.0 3.0 2.5 5/6/2010 0.035 0.05 0.035 6.2 493 5258.69 1048.01 1048.01 0.00 3.0 3.0 2.5 5/6/2010 0.05 0.035 6.2 494 5216.26 1047.96 1047.93 ‐0.03 3.0 3.0 2.5 5/6/2010 0.05 0.035 6.2 496 5171.88 1047.85 1047.79 ‐0.06 3.0 3.0 2.5 5/6/2010 0.05 0.035 0.05 0.08 0.035 6.3 498 5123.86 1047.65 1047.59 ‐0.06 3.0 3.0 2.5 5/6/2010 0.05 0.035 0.05 0.08 0.035 6.3 500 5073.13 1047.64 1047.54 ‐0.10 3.0 3.0 2.5 5/6/2010 0.05 0.035 0.05 0.08 0.035 6.4 502 5031.58 1047.49 1047.46 ‐0.03 3.0 3.0 2.5 5/6/2010 0.05 0.035 0.05 0.06 0.08 0.05 0.035 6.4 503 4983.77 1047.28 1047.19 ‐0.09 3.0 3.0 2.5 5/6/2010 0.05 0.035 0.05 0.06 0.08 0.05 0.035 6.5 504 4931.04 1047.18 1047.12 ‐0.06 3.0 3.0 2.5 5/6/2010 0.05 0.035 0.05 0.06 0.08 0.035 6.5 506 4877.01 1047.07 1047.09 0.02 3.0 3.0 2.5 5/6/2010 0.05 0.035 0.05 0.06 0.08 0.06 0.05 0.035 6.6 508 4795.06 1047.09 1047.01 ‐0.08 3.0 3.0 2.5 5/6/2010 0.05 0.035 0.06 0.08 0.06 0.035 6.6 509 4768.30 1046.93 1046.93 0.00 3.0 3.0 2.5 5/6/2010 0.08 0.05 0.035 0.05 0.06 0.08 0.06 0.035

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.2: Comparison of Simulated and Surveyed Water Levels along the Elbow River during the 2010 Bathymetry Survey (Continued)

Difference Daily Discharge Distance (Simulated from Gauge at from the Water Level ‐ Elbow River Manning's n (Channel values are highlighted) Glenmore Station in Surveyed Simulated Surveyed Water Simulated below Surveyed Dam Flood Station Water Level Water Level Level) Discharge Glenmore Dam Discharge Surveyed (km) Mapping (m) (m) (m) (m) (m³/s) (m³/s) (m³/s) Date 6.7 511 4708.31 1046.79 1046.74 ‐0.05 3.0 3.0 2.5 5/6/2010 0.08 0.05 0.035 0.06 0.035 6.8 513 4651.53 1046.73 1046.64 ‐0.09 3.0 3.0 2.5 5/6/2010 0.08 0.035 6.8 514 4573.23 1046.70 1046.62 ‐0.08 3.0 3.0 2.5 5/6/2010 0.08 0.05 0.035 6.9 516 4519.81 1046.70 1046.62 ‐0.08 3.0 3.0 2.5 5/6/2010 0.08 0.05 0.035 6.9 517 4473.01 1046.66 1046.58 ‐0.08 3.0 3.0 2.5 5/6/2010 0.08 0.05 0.035 7.0 519 4417.28 1046.25 1046.18 ‐0.07 3.0 3.0 2.5 5/6/2010 0.035 7.1 522 4365.15 1045.91 1045.79 ‐0.12 3.0 3.0 2.5 5/6/2010 0.035 7.1 525 4323.41 1045.90 1045.77 ‐0.13 3.0 3.0 2.5 5/6/2010 0.035 7.1 527 4281.39 1045.85 1045.76 ‐0.09 3.0 3.0 2.5 5/6/2010 0.035 7.2 529 4223.47 1045.86 1045.75 ‐0.11 3.0 3.0 2.5 5/6/2010 0.035 0.05 7.2 531 4167.87 1045.84 1045.73 ‐0.11 3.0 3.0 2.5 5/6/2010 0.08 0.035 7.3 538 4098.48 1045.78 1045.68 ‐0.10 3.0 3.0 2.5 5/6/2010 0.035 7.4 540 4052.46 1045.72 1045.65 ‐0.07 3.0 3.0 2.5 5/6/2010 0.035 7.4 541 4034.02 1045.64 1045.61 ‐0.03 3.0 3.0 2.5 5/6/2010 0.035 0.04 7.4 542 3989.47 1045.60 1045.43 ‐0.17 3.0 3.0 2.5 5/6/2010 0.035 7.5 543 3931.36 1045.54 1045.36 ‐0.18 3.0 3.0 2.5 5/6/2010 0.035 0.08 7.5 544 3888.98 1045.43 1045.36 ‐0.07 3.0 3.0 2.5 5/7/2010 0.035 7.5 545 3869.46 1045.50 1045.36 ‐0.14 3.0 3.0 2.5 5/7/2010 0.035 0.08 7.6 547 3834.25 1045.53 1045.36 ‐0.17 3.0 3.0 2.5 5/7/2010 0.035 0.05 7.6 548 3808.90 1045.52 1045.36 ‐0.16 3.0 3.0 2.5 5/7/2010 0.035 0.05 0.08 7.6 549 3777.31 1045.51 1045.36 ‐0.15 3.0 3.0 2.5 5/7/2010 0.035 0.05 0.08 7.7 550 3738.23 1045.51 1045.36 ‐0.15 3.0 3.0 2.5 5/6/2010 0.035 0.08 7.7 556 3670.85 1045.41 1045.33 ‐0.08 3.0 3.0 2.5 5/6/2010 0.04 0.035 0.08 7.8 557 3610.21 1044.86 1044.85 ‐0.01 3.0 3.0 2.5 5/6/2010 0.035 7.8 558 3568.25 1044.53 1044.37 ‐0.16 3.0 3.0 2.5 5/6/2010 0.035 7.9 559 3497.92 1044.32 1043.96 ‐0.36 3.0 3.0 2.5 5/6/2010 0.035 0.08 8.0 561 3455.14 1043.68 1043.96 0.28 3.0 3.0 2.5 5/7/2010 0.035 8.0 562 3438.41 1044.30 1043.93 ‐0.37 3.0 3.0 2.5 5/7/2010 0.035 8.0 563 3385.97 1043.51 1043.94 0.43 3.0 3.0 2.5 5/7/2010 0.04 0.035 8.1 564 3346.47 1044.07 1043.91 ‐0.16 3.0 3.0 2.5 5/7/2010 0.035 8.1 565 3297.06 1043.97 1043.75 ‐0.22 3.0 3.0 2.5 5/7/2010 0.035 8.1 566 3271.42 1043.92 1043.73 ‐0.19 3.0 3.0 2.5 5/7/2010 0.035 8.2 568 3236.37 1043.65 1043.69 0.04 3.0 3.0 2.5 5/7/2010 0.035 8.2 569 3224.47 1043.77 1043.60 ‐0.17 3.0 3.0 2.5 5/7/2010 0.035 8.2 570 3187.64 1043.65 1043.48 ‐0.17 3.0 3.0 2.5 5/7/2010 0.035 8.3 571 3146.36 1043.34 1043.23 ‐0.11 3.0 3.0 2.5 5/7/2010 0.035 8.3 572 3072.72 1042.86 1042.72 ‐0.14 3.0 3.0 2.5 5/7/2010 0.035 8.4 573 3026.66 1042.84 1042.68 ‐0.16 3.0 3.0 2.5 5/7/2010 0.035 8.4 574 2982.06 1042.84 1042.66 ‐0.18 3.0 3.0 2.5 5/7/2010 0.08 0.035 8.5 576 2938.62 1042.70 1042.59 ‐0.11 3.0 3.0 2.5 5/7/2010 0.08 0.035 8.5 577 2910.51 1042.57 1042.53 ‐0.04 3.0 3.0 2.5 5/7/2010 0.035 0.05 8.5 578 2881.67 1042.57 1042.45 ‐0.12 3.0 3.0 2.5 5/7/2010 0.035 8.6 579 2840.30 1042.47 1042.36 ‐0.11 3.0 3.0 2.5 5/7/2010 0.035 0.05 8.6 580 2802.32 1042.33 1042.30 ‐0.03 3.0 3.0 2.5 5/7/2010 0.035 0.05 8.7 581 2766.22 1042.24 1042.18 ‐0.06 3.0 3.0 2.5 5/7/2010 0.035 0.05 8.7 582 2741.57 1042.27 1042.13 ‐0.14 3.0 3.0 2.5 5/7/2010 0.04 0.035 8.7 583 2699.43 1041.87 1041.81 ‐0.06 3.0 3.0 2.5 5/7/2010 0.035 8.8 584 2655.75 1041.48 1041.45 ‐0.03 3.0 3.0 2.5 5/7/2010 0.04 8.8 585 2636.38 1041.37 1041.29 ‐0.08 3.0 3.0 2.5 5/7/2010 0.035 8.8 587 2607.66 1041.30 1041.28 ‐0.02 3.0 3.0 2.5 5/7/2010 0.035 8.9 593 2536.35 1041.17 1041.12 ‐0.05 3.0 3.0 2.5 5/7/2010 0.035 0.05 0.08 8.9 594 2482.59 1041.14 1041.08 ‐0.06 3.0 3.0 2.5 5/7/2010 0.035 0.05 0.08 8.9 595 2468.87 1041.13 1041.07 ‐0.06 3.0 3.0 2.5 5/7/2010 0.035 0.08 9.0 597 2424.02 1041.16 1041.06 ‐0.10 3.0 3.0 2.5 5/7/2010 0.035 9.0 598 2387.13 1041.13 1041.05 ‐0.08 3.0 3.0 2.5 5/7/2010 0.035 9.1 599 2331.51 1041.15 1041.01 ‐0.14 3.0 3.0 2.5 5/7/2010 0.035 9.1 601 2272.28 1040.39 1040.28 ‐0.11 3.0 3.0 2.5 5/7/2010 0.035 9.2 602 2211.69 1040.28 1040.07 ‐0.21 3.0 3.0 2.5 5/7/2010 0.035 9.3 603 2146.08 1040.30 1040.06 ‐0.24 3.0 3.0 2.5 5/7/2010 0.035 9.3 605 2089.83 1040.30 1040.05 ‐0.25 3.0 3.0 2.5 5/7/2010 0.035 0.05 9.4 606 2048.31 1040.26 1040.04 ‐0.22 3.0 3.0 2.5 5/7/2010 0.035 0.05 9.4 607 2019.62 1040.30 1040.03 ‐0.27 3.0 3.0 2.5 5/7/2010 0.035 0.05 9.4 608 1999.23 1040.26 1040.02 ‐0.24 3.0 3.0 2.5 5/7/2010 0.035 0.05 9.4 609 1969.11 1040.29 1040.02 ‐0.27 3.0 3.0 2.5 5/7/2010 0.035 0.05 9.5 610 1943.70 1040.28 1040.02 ‐0.26 3.0 3.0 2.5 5/7/2010 0.035 0.05 0.08 9.5 611 1909.83 1040.05 1040.01 ‐0.04 3.0 2.8 2.5 4/16/2010 0.035 0.05 0.08 9.5 612 1893.88 1039.82 1039.99 0.17 3.0 2.8 2.5 4/16/2010 0.035 0.05 9.6 613 1861.47 1040.20 1039.96 ‐0.24 3.0 2.8 2.5 4/16/2010 0.035 0.05 9.6 614 1848.21 1040.16 1039.87 ‐0.29 3.0 2.8 2.5 4/16/2010 0.035 9.7 615 1754.69 1039.66 1039.82 0.16 3.0 2.8 2.5 4/16/2010 0.035 0.05 9.7 617 1698.23 1040.01 1039.79 ‐0.22 3.0 2.8 2.5 4/16/2010 0.035 0.05 9.8 618 1620.94 1039.57 1039.78 0.21 3.0 2.8 2.5 4/16/2010 0.035 0.05 9.9 619 1560.84 1039.93 1039.74 ‐0.19 3.0 2.8 2.5 4/16/2010 0.035 0.05 0.08 9.9 621 1530.44 1039.61 1039.58 ‐0.03 3.0 2.8 2.5 4/16/2010 0.035 0.05 9.9 622 1505.62 1039.47 1039.33 ‐0.14 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.0 624 1448.38 1039.20 1039.14 ‐0.06 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.0 626 1374.08 1039.15 1039.13 ‐0.02 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.1 627 1303.04 1039.12 1039.11 ‐0.01 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.2 628 1226.46 1039.05 1038.91 ‐0.14 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.2 629 1205.08 1039.06 1038.86 ‐0.20 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.2 630 1193.20 1039.01 1038.81 ‐0.20 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.3 631 1134.96 1038.70 1038.72 0.02 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.3 632 1085.34 1038.64 1038.67 0.03 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.4 633 998.55 1038.53 1038.56 0.03 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.4 634 978.56 1038.51 1038.53 0.02 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.5 635 954.87 1038.51 1038.52 0.01 3.0 2.8 2.5 4/16/2010 0.035 0.05 10.5 636 918.43 1038.47 1038.49 0.02 3.0 2.8 2.5 4/16/2010 0.08 0.05 0.035 0.05 10.6 637 858.02 1038.45 1038.46 0.01 3.0 2.8 2.5 4/16/2010 0.08 0.05 0.035 0.05 10.6 638 800.47 1038.45 1038.43 ‐0.02 3.0 2.8 2.5 4/16/2010 0.08 0.035 0.05 10.7 639 754.51 1038.39 1038.36 ‐0.03 3.0 2.8 2.5 4/16/2010 0.08 0.05 0.035 0.05 10.8 640 659.05 1038.01 1037.81 ‐0.20 3.0 2.8 2.5 4/16/2010 0.05 0.035 0.05 10.8 641 588.43 1037.76 1037.66 ‐0.10 3.0 2.8 2.5 4/16/2010 0.05 0.035 0.05 10.8 642 567.73 1037.72 1037.62 ‐0.10 3.0 2.8 2.5 4/16/2010 0.035 0.05 11.0 643 464.28 1037.26 1037.19 ‐0.07 3.0 2.8 2.5 4/16/2010 0.035 0.05 11.0 644 457.37 1037.26 1037.08 ‐0.18 3.0 2.8 2.5 4/16/2010 0.035 0.05 11.1 645 342.75 1036.98 1036.96 ‐0.02 3.0 2.8 2.5 4/16/2010 0.035 0.05 0.035 11.1 646 324.27 1036.85 1036.95 0.10 3.0 2.8 2.5 4/16/2010 0.035 0.05 0.035 11.1 647 295.24 1036.93 1036.94 0.01 3.0 2.8 2.5 4/16/2010 0.035 0.05 11.1 648 275.10 1036.95 1036.92 ‐0.03 3.0 2.8 2.5 4/16/2010 0.08 0.035 0.05 11.2 649 169.56 1036.87 1036.68 ‐0.19 3.0 2.8 2.5 4/16/2010 0.08 0.05 0.035 0.05 11.3 650 83.76 1036.84 1036.62 ‐0.22 3.0 2.8 2.5 4/16/2010 0.035

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.3: Comparison of Surveyed and Simulated Water Levels along the Bow River for the 2005 Flood Event – AEW High Watermarks

Difference Distance Simulated (Simulated from Station Surveyed Simulated Water Water Level Surveyed Surveyed Bearspaw in Flood HWM Discharge Description Level - Surveyed Date Time Dam Mapping (m) (m³/s) (m) HWM) (km) (m)

5.3 24 1070.35 1070.31 -0.04 791 - - 3 m Upstream of 85th St. SW Bridge

Immediately downstream of Trans-Canada 10.3 58 1062.07 1061.72 -0.35 791 - - Highway Bridge Immediately downstream of Crowchild Trail 16.4 91 1051.15 1051.23 0.08 791 - - Bridge

17.8 100 1048.03 1048.15 0.12 791 - - Under 14th St. SW Bridge

18.4 103 1047.00 1046.83 -0.17 791 - - 60 m upstream of Louise Bridge

20.5 134 1043.05 1043.03 -0.02 791 - - Immediately upstream of Centre St. Bridge

23.5 166 1037.76 1037.53 -0.23 943 - - Intersection between 15th St. and Bow River

25.2 178 1034.16 1034.20 0.04 1080 - - 20 m upstream of Cushing Bridge

28.6 193 1028.86 1028.88 0.02 1080 - - 10 m upstream of Bonnybrook Bridge

28.7 194 1028.57 1028.49 -0.08 1080 - - 10 m downstream of Bonnybrook Bridge

32.3 223 1021.96 1021.96 0.00 1080 - - 15 m upstream of Graves Bridge

45.7 288 997.01 997.36 0.35 1360 - - 100 m upstream of Marquis de Lorne Bridge

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.4: Comparison of Simulated and Surveyed Water Levels along the Bow River for the 2005 Flood Event-City of Calgary High Watermarks Distance Difference Simulated from the Station in Difference Surveyed (Simulated Water Bearspaw Flood in distance HWM Water Level ‐ Level Simulated Dam Mapping (m) (m) Surveyed HWM) (m) Discharge Surveyed Surveyed (km) (m) (m³/s) Date Time 2.2 9 ‐141.27 1075.12 1075.15 0.03 791 INTERPRETED ‐ 2.5 10 ‐169.63 1074.84 1074.68 ‐0.17 791 INTERPRETED ‐ 4.6 20 69.47 1071.44 1071.34 ‐0.10 791 INTERPRETED ‐ 5.3 24 ‐13.01 1070.35 1070.34 ‐0.01 791 INTERPRETED ‐ 6.0 30 27.80 1069.35 1069.30 ‐0.05 791 INTERPRETED ‐ 6.3 34 39.86 1068.52 1068.60 0.07 791 INTERPRETED ‐ 6.4 35 ‐6.33 1068.32 1068.43 0.11 791 INTERPRETED ‐ 6.5 35 98.71 1067.85 1068.22 0.37 791 INTERPRETED ‐ 6.6 36 ‐65.69 1067.62 1068.04 0.43 791 INTERPRETED ‐ 6.6 36 ‐38.66 1067.92 1067.99 0.07 791 INTERPRETED ‐ 6.7 36 ‐3.42 1067.86 1067.92 0.06 791 INTERPRETED ‐ 7.8 44 ‐131.04 1066.24 1066.14 ‐0.10 791 INTERPRETED ‐ 8.3 45 ‐168.97 1065.22 1065.47 0.25 791 INTERPRETED ‐ 8.9 47 ‐86.93 1063.99 1064.58 0.59 791 INTERPRETED ‐ 9.4 49 72.56 1063.57 1063.71 0.14 791 INTERPRETED ‐ 9.4 50 ‐15.32 1063.15 1063.59 0.44 791 INTERPRETED ‐ 9.5 50 30.32 1063.38 1063.50 0.12 791 INTERPRETED ‐ 9.8 52 40.19 1063.03 1062.95 ‐0.08 791 INTERPRETED ‐ 10.0 55 20.89 1062.10 1062.44 0.33 791 INTERPRETED ‐ 10.0 55 22.68 1062.66 1062.43 ‐0.22 791 INTERPRETED ‐ 10.0 55 86.39 1062.60 1062.33 ‐0.27 791 INTERPRETED ‐ 10.2 56 ‐25.49 1062.28 1062.12 ‐0.16 791 INTERPRETED ‐ 10.3 57 6.39 1062.06 1061.86 ‐0.20 791 INTERPRETED ‐ 10.3 58 ‐24.88 1061.92 1061.70 ‐0.22 791 INTERPRETED ‐ 10.4 59 ‐37.55 1061.54 1061.49 ‐0.05 791 INTERPRETED ‐ 10.6 60 52.48 1060.63 1060.99 0.35 791 INTERPRETED ‐ 10.8 61 79.42 1060.57 1060.79 0.22 791 INTERPRETED ‐ 11.2 63 66.51 1060.80 1060.36 ‐0.44 791 INTERPRETED ‐ 11.5 65 ‐40.72 1059.27 1059.71 0.45 791 INTERPRETED ‐ 11.8 66 46.99 1059.35 1059.07 ‐0.27 791 INTERPRETED ‐ 12.1 67 95.23 1058.78 1058.56 ‐0.21 791 INTERPRETED ‐ 12.4 69 47.74 1058.54 1057.61 ‐0.93 791 INTERPRETED ‐ 12.8 72 11.34 1057.45 1056.79 ‐0.66 791 INTERPRETED ‐ 13.0 73 50.68 1057.29 1056.42 ‐0.86 791 INTERPRETED ‐ 13.4 75 73.25 1056.32 1055.81 ‐0.51 791 INTERPRETED ‐ 13.8 78 ‐77.78 1055.50 1055.25 ‐0.25 791 INTERPRETED ‐ 14.1 79 ‐125.15 1055.26 1055.01 ‐0.25 791 INTERPRETED ‐ 14.3 80 ‐98.91 1054.83 1054.73 ‐0.10 791 INTERPRETED ‐ 14.6 81 61.21 1054.65 1054.32 ‐0.34 791 INTERPRETED ‐ 14.6 81 96.45 1054.38 1054.23 ‐0.14 791 INTERPRETED ‐ 14.7 82 ‐136.15 1055.06 1053.96 ‐1.10 791 INTERPRETED ‐ 14.9 82 47.73 1053.77 1053.52 ‐0.25 791 INTERPRETED ‐ 15.2 84 ‐8.12 1053.36 1052.67 ‐0.69 791 INTERPRETED ‐ 15.4 85 ‐4.89 1052.62 1052.19 ‐0.43 791 INTERPRETED ‐ 15.6 86 ‐58.73 1051.79 1052.12 0.33 791 INTERPRETED ‐ 15.7 86 34.38 1052.14 1052.09 ‐0.06 791 INTERPRETED ‐ 16.0 87 68.19 1051.93 1051.92 ‐0.01 791 INTERPRETED ‐ 16.1 88 ‐11.37 1051.38 1051.68 0.29 791 INTERPRETED ‐ 16.4 91 3.88 1051.04 1051.22 0.19 791 INTERPRETED ‐ 16.4 91 9.68 1051.03 1051.21 0.19 791 INTERPRETED ‐ 16.7 93 ‐5.64 1050.35 1050.46 0.11 791 INTERPRETED ‐ 17.1 96 ‐80.14 1049.82 1049.81 ‐0.01 791 INTERPRETED ‐ 17.5 98 ‐113.58 1049.06 1048.94 ‐0.11 791 INTERPRETED ‐ 17.9 100 63.35 1047.97 1047.84 ‐0.13 791 INTERPRETED ‐ 18.0 101 ‐8.58 1048.12 1047.65 ‐0.47 791 INTERPRETED ‐ 18.2 102 46.14 1046.93 1047.24 0.31 791 INTERPRETED ‐ 18.5 103 80.80 1047.02 1046.83 ‐0.19 791 INTERPRETED ‐ 18.6 105 3.15 1046.46 1046.55 0.09 791 INTERPRETED ‐ 18.6 106 ‐22.94 1046.76 1046.42 ‐0.34 791 INTERPRETED ‐ 18.7 107 27.64 1046.73 1046.02 ‐0.71 791 INTERPRETED ‐ 19.9 125 ‐21.38 1044.53 1044.28 ‐0.25 791 INTERPRETED ‐ 20.2 132 ‐53.86 1044.76 1043.44 -1.32* 791 INTERPRETED ‐

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.4: Comparison of Simulated and Surveyed Water Levels along the Bow River for the 2005 Flood Event-City of Calgary High Watermarks (Continued) Distance Difference Simulated from the Station in Difference Surveyed (Simulated Water Bearspaw Flood in distance HWM Water Level ‐ Level Simulated Dam Mapping (m) (m) Surveyed HWM) (m) Discharge Surveyed Surveyed (km) (m) (m³/s) Date Time 20.5 133 2.26 1043.02 1043.10 0.08 791 INTERPRETED ‐ 21.4 141 14.23 1041.46 1041.22 ‐0.24 791 INTERPRETED ‐ 21.4 142 ‐3.03 1042.12 1041.08 ‐1.05 791 INTERPRETED ‐ 21.5 143 7.64 1041.83 1040.89 ‐0.94 791 INTERPRETED ‐ 22.3 151 97.64 1039.27 1039.13 ‐0.14 791 INTERPRETED ‐ 22.3 151 109.04 1039.19 1039.11 ‐0.08 791 INTERPRETED ‐ 22.3 153 ‐95.03 1040.03 1039.08 ‐0.95 791 INTERPRETED ‐ 22.4 153 ‐51.74 1039.02 1039.01 ‐0.01 791 INTERPRETED ‐ 23.0 161 ‐14.83 1038.77 1038.59 ‐0.18 943 INTERPRETED ‐ 23.9 169 ‐20.53 1037.17 1037.08 ‐0.09 1050 INTERPRETED ‐ 25.2 178 ‐5.56 1034.44 1034.21 ‐0.23 1080 INTERPRETED ‐ 25.7 181 12.00 1032.78 1033.08 0.31 1080 INTERPRETED ‐ 25.7 181 12.04 1032.78 1033.08 0.31 1080 INTERPRETED ‐ 26.2 183 ‐5.91 1032.12 1032.05 ‐0.06 1080 INTERPRETED ‐ 26.4 184 13.07 1031.27 1032.06 0.79 1080 INTERPRETED ‐ 26.9 186 108.33 1031.63 1031.59 ‐0.04 1080 INTERPRETED ‐ 27.7 189 7.03 1028.88 1029.99 1.12* 1080 INTERPRETED ‐ 28.4 191 ‐50.94 1027.87 1029.34 1.47* 1080 INTERPRETED ‐ 28.6 193 ‐38.55 1029.09 1028.95 ‐0.14 1080 INTERPRETED ‐ 28.8 195 ‐4.22 1028.50 1028.25 ‐0.24 1080 INTERPRETED ‐ 29.3 200 ‐37.79 1027.05 1027.37 0.32 1080 INTERPRETED ‐ 29.8 203 7.14 1025.52 1026.61 1.09 1080 INTERPRETED ‐ 30.4 209 ‐37.75 1025.31 1025.41 0.09 1080 INTERPRETED ‐ 30.8 212 86.18 1024.67 1024.60 ‐0.06 1080 INTERPRETED ‐ 31.1 214 ‐2.41 1024.11 1024.13 0.02 1080 INTERPRETED ‐ 31.4 216 50.66 1023.66 1023.74 0.08 1080 INTERPRETED ‐ 32.0 222 ‐119.39 1022.03 1022.44 0.41 1080 INTERPRETED ‐ 32.4 225 0.83 1021.78 1021.75 ‐0.03 1080 INTERPRETED ‐ 32.9 227 60.40 1020.90 1020.81 ‐0.09 1080 INTERPRETED ‐ 33.3 229 ‐195.45 1019.48 1019.92 0.44 1080 INTERPRETED ‐ 33.6 229 71.77 1019.12 1019.63 0.51 1080 INTERPRETED ‐ 33.9 230 104.11 1019.54 1019.15 ‐0.39 1080 INTERPRETED ‐ 34.3 232 68.47 1018.01 1018.42 0.41 1080 INTERPRETED ‐ 35.0 236 42.38 1018.04 1017.44 ‐0.60 1080 INTERPRETED ‐ 35.0 237 ‐48.89 1018.07 1017.42 ‐0.64 1080 INTERPRETED ‐ 35.1 238 0.89 1016.56 1017.30 0.74 1080 6/19/2005 17:30 35.5 240 21.47 1017.31 1016.84 ‐0.47 1080 INTERPRETED ‐ 36.9 247 26.45 1014.44 1014.52 0.09 1080 INTERPRETED ‐ 37.1 248 21.00 1013.93 1014.19 0.27 1080 INTERPRETED ‐ 37.2 249 66.97 1013.91 1013.90 ‐0.01 1080 INTERPRETED ‐ 37.9 252 46.22 1011.67 1012.29 0.62 1080 INTERPRETED ‐ 38.0 252 144.38 1012.23 1012.10 ‐0.13 1080 INTERPRETED ‐ 38.9 257 72.18 1009.78 1009.99 0.21 1080 INTERPRETED ‐ 39.0 258 ‐52.61 1009.15 1009.83 0.68 1080 INTERPRETED ‐ 39.1 258 ‐2.11 1009.72 1009.74 0.02 1080 INTERPRETED ‐ 39.1 258 73.27 1008.90 1009.59 0.68 1080 INTERPRETED ‐ 39.9 261 107.43 1007.52 1007.94 0.42 1080 INTERPRETED ‐ 40.9 265 ‐109.37 1006.43 1005.96 ‐0.47 1080 INTERPRETED ‐ 41.0 265 ‐2.04 1005.28 1005.70 0.42 1080 INTERPRETED ‐ 41.3 266 ‐48.40 1004.52 1005.26 0.74 1080 INTERPRETED ‐ 41.8 268 15.71 1003.73 1004.29 0.56 1080 INTERPRETED ‐ 42.3 270 ‐7.94 1003.77 1003.64 ‐0.13 1080 INTERPRETED ‐ 43.1 273 ‐4.19 1002.62 1002.67 0.05 1080 INTERPRETED ‐ 43.4 276 ‐1.54 1001.83 1001.75 ‐0.08 1080 INTERPRETED ‐ 46.2 293 46.89 996.43 996.44 0.01 1360 INTERPRETED ‐ 46.9 296 ‐4.45 995.02 995.19 0.18 1360 INTERPRETED ‐ 47.6 299 ‐24.35 993.04 993.72 0.68 1360 INTERPRETED ‐ 48.3 301 ‐15.69 992.48 992.00 ‐0.48 1360 INTERPRETED ‐ 49.4 304 58.70 989.77 989.76 ‐0.01 1360 INTERPRETED ‐ 50.1 306 121.83 988.85 988.80 ‐0.04 1360 INTERPRETED ‐ 50.6 308 140.45 987.40 987.73 0.33 1360 INTERPRETED ‐ 50.9 309 165.42 986.97 987.31 0.34 1360 INTERPRETED ‐ 51.3 311 ‐48.28 986.50 986.60 0.10 1360 INTERPRETED ‐ * Not included in statistics as HWMs are considered to not reflect maximum water level during 2005 flood event

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.5: Comparison of Simulated and Surveyed Water Levels along the Bow River for the 2005 Flood Event-City of Calgary Water Edge

Distance Difference from the Difference in Surveyed Simulated (Simulated Water Bearspaw Station in distance (m) Water Water Level ‐ Surveyed Simulated Dam Flood Edge Level Water Edge) Discharge Surveyed Surveyed (km) Mapping (m) (m) (m) (m³/s) Date Time 2.2 9 ‐143.64 1074.85 1075.15 0.30 791 6/19/2005 12:30 2.5 10 ‐172.15 1074.39 1074.68 0.30 791 6/19/2005 12:40 3.9 16 27.30 1072.23 1072.49 0.26 791 6/19/2005 11:25 4.6 20 70.19 1070.92 1071.34 0.42 791 6/19/2005 11:15 5.3 24 ‐7.75 1069.77 1070.33 0.55 791 6/19/2005 13:00 6.0 30 20.96 1068.70 1069.30 0.60 791 6/19/2005 13:25 9.9 54 ‐16.00 1062.23 1062.74 0.51 791 6/19/2005 13:50 10.0 55 20.88 1061.99 1062.44 0.45 791 6/19/2005 13:40 10.3 58 ‐27.04 1061.41 1061.71 0.31 791 6/19/2005 14:00 12.8 72 11.34 1056.92 1056.79 ‐0.13 791 6/19/2005 14:50 14.6 81 95.83 1053.79 1054.24 0.45 791 6/19/2005 15:05 16.4 91 3.52 1050.53 1051.22 0.70 791 6/19/2005 15:25 17.9 100 63.41 1047.54 1047.84 0.31 791 6/19/2005 15:35 18.6 105 ‐1.44 1045.95 1046.56 0.62 791 6/19/2005 14:31 18.6 106 ‐24.51 1045.89 1046.42 0.54 791 6/19/2005 14:37 18.7 107 26.40 1045.60 1046.02 0.42 791 6/19/2005 14:41 19.9 125 ‐21.38 1044.02 1044.28 0.26 791 6/19/2005 14:51 20.2 132 ‐56.42 1044.26 1043.44 ‐0.81 791 6/19/2005 15:26 20.5 133 11.14 1042.52 1043.08 0.57 791 6/19/2005 14:57 21.4 141 14.99 1040.78 1041.22 0.44 791 6/19/2005 15:06 21.4 142 ‐2.43 1040.77 1041.08 0.31 791 6/19/2005 15:09 21.5 143 7.66 1040.72 1040.89 0.17 791 6/19/2005 15:12 22.3 151 96.71 1038.72 1039.13 0.41 791 6/19/2005 15:41 22.3 151 107.07 1038.67 1039.11 0.44 791 6/19/2005 15:44 22.4 153 ‐93.65 1038.74 1039.07 0.33 791 6/19/2005 15:46 22.4 153 ‐51.08 1038.34 1039.00 0.66 791 6/19/2005 16:21 23.0 161 ‐19.20 1038.25 1038.60 0.35 1050 6/19/2005 15:59 23.9 169 ‐17.63 1036.60 1037.08 0.48 1050 6/19/2005 16:49 25.2 178 ‐12.55 1033.93 1034.22 0.30 1080 6/19/2005 16:09 28.6 193 ‐38.07 1028.28 1028.95 0.67 1080 6/19/2005 16:35 28.8 195 ‐4.78 1028.07 1028.25 0.19 1080 6/19/2005 16:29 29.3 199 35.88 1026.69 1027.38 0.69 1080 6/19/2005 16:47 29.9 204 20.90 1025.45 1026.38 0.92 1080 6/21/2005 10:15 30.4 209 ‐40.30 1024.49 1025.41 0.91 1080 6/21/2005 11:00 30.8 212 85.22 1023.78 1024.60 0.83 1080 6/21/2005 11:05 31.1 214 3.50 1022.85 1024.13 1.28 1080 6/21/2005 11:09 31.4 216 49.49 1022.16 1023.75 1.59 1080 6/21/2005 11:20 32.0 222 ‐120.77 1021.17 1022.44 1.27 1080 6/21/2005 11:30 32.4 225 13.02 1021.35 1021.74 0.39 1080 6/19/2005 17:01 32.9 227 63.34 1019.97 1020.80 0.83 1080 6/21/2005 11:58 33.3 229 ‐201.32 1018.57 1019.93 1.36 1080 6/21/2005 12:07 33.6 229 71.77 1018.32 1019.63 1.31 1080 6/21/2005 12:15 33.9 230 99.93 1018.33 1019.16 0.82 1080 6/21/2005 12:25 34.3 233 ‐86.10 1017.38 1018.40 1.03 1080 6/21/2005 12:39 34.5 234 ‐41.30 1016.79 1018.22 1.43 1080 6/21/2005 12:50 35.5 240 56.28 1015.39 1016.74 1.35 1080 6/21/2005 14:15 35.6 241 ‐109.14 1015.27 1016.28 1.02 1080 6/21/2005 14:10 35.8 241 43.59 1014.62 1015.88 1.26 1080 6/21/2005 14:05 36.1 243 9.59 1014.46 1015.58 1.12 1080 6/21/2005 14:00 38.6 255 2.89 1010.31 1011.06 0.75 1080 6/21/2005 14:40 38.9 257 77.97 1008.80 1009.98 1.18 1080 6/20/2005 12:02 39.0 258 ‐78.60 1008.54 1009.87 1.33 1080 6/21/2005 14:50 39.0 258 ‐52.61 1008.31 1009.83 1.52 1080 6/21/2005 14:50 39.1 258 74.24 1007.89 1009.59 1.70 1080 6/21/2005 14:35 39.9 261 109.05 1006.77 1007.93 1.16 1080 6/21/2005 14:25 40.9 265 ‐109.37 1006.14 1005.96 ‐0.18 1080 6/21/2005 14:15 41.0 265 0.21 1004.77 1005.69 0.92 1080 6/21/2005 14:05 41.3 266 ‐57.27 1003.51 1005.27 1.76 1080 6/21/2005 13:55 41.8 268 15.03 1003.16 1004.29 1.13 1080 6/21/2005 13:45 42.3 270 ‐7.83 1002.66 1003.64 0.99 1080 6/21/2005 13:40 43.1 273 ‐4.94 1001.61 1002.68 1.06 1080 6/20/2005 11:01 43.4 276 ‐0.38 1000.95 1001.75 0.80 1080 6/21/2005 11:02 46.2 293 46.03 995.35 996.45 1.10 1360 6/20/2005 10:31 46.9 296 3.07 993.81 995.17 1.37 1360 6/20/2005 20:05 47.6 299 ‐24.87 992.60 993.72 1.13 1360 6/20/2005 19:55 48.3 301 ‐16.70 991.36 992.00 0.65 1360 6/20/2005 19:38 49.4 304 55.76 989.24 989.76 0.53 1360 6/20/2005 19:10 50.1 306 120.02 987.88 988.81 0.93 1360 6/20/2005 18:47 50.6 308 139.84 986.84 987.73 0.89 1360 6/20/2005 18:40 50.9 309 165.42 986.04 987.31 1.28 1360 6/20/2005 18:35 51.3 311 ‐48.19 985.41 986.60 1.18 1360 6/20/2005 10:02

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.6: Comparison of Surveyed and Simulated Water Levels along the Elbow River for the 2005 Flood Event-AENV High Watermarks Difference Distance (Simulated Station in Surveyed Simulated Simulated from Water Level Surveyed Surveyed Flood HWM Water Discharge Description Glenmore - Surveyed Date Time Mapping (m) Level (m) (m³/s) Dam HWM) (m) Elbow Drive Bridge along 40th Ave. 4.22 454 1052.99 1053.18 0.19 300 - - SW 10 m Upstream of the Pattison 8.45 575 1045.85 1045.90 0.05 300 - - Bridge Immediately Downstream of the 8.48 576 1045.80 1045.63 -0.17 300 - - Pattison Bridge

8.68 582 1045.09 1045.26 0.17 300 - - 15 m Upstream of Victoria Bridge

8.72 583 1045.02 1045.15 0.13 300 - - 8 m Downstream of Victoria Bridge

Immediately Upstream of the 11.12 647 1039.68 1039.71 0.03 300 - - Inglewood SE Bridge 35 m Downstream of the Inglewood 11.14 648 1039.49 1039.65 0.16 300 - - SE Bridge

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.7: Comparison of Surveyed and Simulated Water Levels along the Elbow River for the 2005 Flood Event-City of Calgary High Watermarks

Distance Difference from the Difference Simulated (Simulated Water Glenmore Station in in distance Surveyed Water Level ‐ Surveyed Simulated Dam Flood (m) HWM Level HWM) Discharge Surveyed Surveyed (km) Mapping (m) (m) (m) (m³/s) Date Time 0.083 366 8.41 1060.19 1060.23 0.04 300 6/19/2005 11:20 0.447 374 18.05 1059.06 1059.13 0.07 300 6/19/2005 11:27 0.617 378 ‐3.53 1058.84 1058.95 0.10 300 6/19/2005 11:36 0.683 379 22.86 1058.65 1058.88 0.23 300 6/19/2005 11:44 1.012 385 21.70 1058.03 1058.06 0.03 300 INTERPRETED - 1.277 390 8.99 1058.21 1057.66 ‐0.54 300 INTERPRETED - 1.535 394 ‐9.43 1057.45 1057.17 ‐0.28 300 INTERPRETED - 1.966 401 ‐10.31 1056.13 1056.66 0.53 300 6/19/2005 12:18 2.053 403 10.25 1055.92 1056.45 0.52 300 6/19/2005 12:23 2.349 409 14.31 1055.57 1056.12 0.54 300 6/19/2005 12:36 2.750 416 28.31 1055.07 1055.55 0.48 300 6/19/2005 12:51 3.164 423 ‐3.09 1054.54 1054.70 0.16 300 INTERPRETED - 3.476 433 ‐25.58 1053.77 1054.20 0.42 300 6/19/2005 14:31 3.766 439 6.50 1053.33 1053.78 0.44 300 6/19/2005 15:45 3.766 439 6.61 1053.84 1053.77 ‐0.07 300 6/18/2005 6:00 3.830 444 ‐10.08 1053.22 1053.66 0.44 300 6/19/2005 14:41 4.207 454 ‐15.38 1052.67 1053.20 0.53 300 6/19/2005 15:20 4.226 454 3.55 1052.67 1053.17 0.51 300 6/19/2005 15:17 4.364 458 9.52 1052.69 1053.03 0.35 300 INTERPRETED - 4.539 462 2.87 1052.35 1052.97 0.61 300 6/19/2005 2:50 4.542 462 5.33 1052.33 1052.96 0.63 300 6/19/2005 2:50 4.545 462 8.07 1052.35 1052.96 0.61 300 6/19/2005 15:21 4.548 462 11.61 1052.31 1052.95 0.64 300 6/19/2005 15:20 4.551 462 14.64 1052.24 1052.95 0.70 300 6/19/2005 15:17 4.567 463 ‐13.49 1052.36 1052.92 0.57 300 6/19/2005 15:15 4.601 464 ‐17.33 1052.26 1052.87 0.62 300 6/19/2005 2:50 4.610 464 ‐7.46 1052.28 1052.86 0.58 300 6/19/2005 2:50 4.643 464 24.87 1052.35 1052.82 0.47 300 6/19/2005 2:50 4.684 466 ‐23.69 1052.29 1052.78 0.49 300 6/19/2005 2:50 4.934 471 ‐13.80 1052.39 1052.63 0.24 300 INTERPRETED - 5.143 475 11.98 1051.68 1052.15 0.47 300 6/19/2005 16:21 5.353 479 ‐30.26 1052.20 1051.85 ‐0.35 300 INTERPRETED - 5.410 479 26.86 1051.94 1051.82 ‐0.11 300 INTERPRETED - 6.161 493 2.58 1050.65 1051.08 0.43 300 6/19/2005 16:45 6.627 509 ‐22.10 1049.39 1050.15 0.76 300 6/19/2005 17:28 6.896 516 ‐2.01 1049.17 1049.45 0.28 300 6/19/2005 17:00 7.361 540 ‐3.94 1048.25 1048.55 0.30 300 6/19/2005 17:10 7.365 540 ‐0.25 1048.50 1048.55 0.05 300 6/19/2005 17:09 7.369 540 3.62 1048.29 1048.53 0.24 300 6/19/2005 17:08 7.372 541 ‐10.98 1048.21 1048.52 0.31 300 6/19/2005 17:08 7.376 541 ‐7.76 1048.20 1048.50 0.30 300 6/19/2005 17:11 7.379 541 ‐4.08 1048.14 1048.49 0.34 300 6/19/2005 17:11 7.382 541 ‐1.28 1048.18 1048.48 0.30 300 6/19/2005 17:12 7.385 541 1.13 1048.24 1048.47 0.23 300 6/19/2005 17:12 7.694 550 15.26 1047.78 1047.87 0.09 300 6/19/2005 17:45 7.932 560 ‐7.91 1046.87 1047.04 0.16 300 6/19/2005 17:56 7.934 560 ‐6.12 1047.04 1047.04 0.00 300 6/19/2005 17:55 7.936 560 ‐3.67 1047.10 1047.04 ‐0.06 300 6/19/2005 17:57 8.147 566 0.88 1046.23 1046.72 0.49 300 6/19/2005 18:05 8.163 567 ‐3.60 1046.31 1046.62 0.31 300 6/19/2005 18:07 8.165 567 ‐2.22 1046.30 1046.61 0.31 300 6/19/2005 18:10 8.171 567 3.85 1046.43 1046.58 0.15 300 6/19/2005 18:07 8.171 567 4.24 1046.25 1046.58 0.33 300 6/19/2005 18:09 8.178 568 ‐2.91 1046.27 1046.54 0.28 300 6/19/2005 18:08

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table A.7: Comparison of Surveyed and Simulated Water Levels along the Elbow River for the 2005 Flood Event-City of Calgary High Watermarks (Continued)

Distance Difference from the Difference Simulated (Simulated Water Glenmore Station in in distance Surveyed Water Level ‐ Surveyed Simulated Dam Flood (m) HWM Level HWM) Discharge Surveyed Surveyed (km) Mapping (m) (m) (m) (m³/s) Date Time 8.179 568 ‐2.56 1046.29 1046.54 0.25 300 6/19/2005 18:09 8.186 569 ‐7.02 1046.33 1046.53 0.20 300 6/19/2005 18:08 8.259 571 ‐11.81 1046.59 1046.29 ‐0.30 300 INTERPRETED - 8.450 575 ‐1.36 1045.21 1045.91 0.70 300 6/19/2005 18:20 8.454 575 1.96 1045.19 1045.88 0.70 300 6/19/2005 18:21 8.458 575 6.36 1045.08 1045.84 0.76 300 6/19/2005 18:22 8.470 576 ‐9.27 1045.20 1045.72 0.52 300 6/19/2005 18:20 8.473 576 ‐5.71 1045.18 1045.69 0.51 300 6/19/2005 18:20 8.478 576 ‐1.20 1044.96 1045.64 0.68 300 6/19/2005 18:20 8.658 581 7.17 1044.41 1045.26 0.86 300 6/19/2005 18:35 8.669 582 ‐6.79 1044.44 1045.26 0.83 300 6/19/2005 18:35 8.679 582 2.97 1045.04 1045.25 0.21 300 INTERPRETED - 8.685 582 9.49 1044.37 1045.24 0.87 300 6/19/2005 18:35 8.691 582 15.35 1044.50 1045.22 0.72 300 6/19/2005 18:35 8.697 582 20.85 1044.35 1045.21 0.86 300 6/19/2005 18:35 8.708 583 ‐9.96 1044.37 1045.18 0.81 300 6/19/2005 18:35 8.719 583 0.69 1044.41 1045.15 0.74 300 6/19/2005 18:35 8.735 583 16.54 1044.43 1045.16 0.73 300 6/19/2005 18:35 8.940 594 5.59 1043.88 1044.64 0.77 300 6/19/2005 19:56 8.948 595 ‐0.87 1044.12 1044.66 0.54 300 6/19/2005 19:56 8.956 595 7.23 1044.07 1044.62 0.56 300 6/19/2005 19:55 8.960 595 11.47 1043.91 1044.60 0.69 300 6/19/2005 19:55 8.961 595 12.05 1043.91 1044.59 0.69 300 6/19/2005 19:57 8.966 596 ‐7.71 1043.89 1044.56 0.67 300 6/19/2005 19:57 8.975 596 0.39 1043.94 1044.51 0.57 300 6/19/2005 19:57 8.979 596 4.66 1043.91 1044.44 0.53 300 6/19/2005 19:58 9.301 605 ‐26.86 1043.27 1043.95 0.68 300 6/19/2005 19:45 9.901 622 ‐10.52 1042.19 1042.89 0.70 300 6/19/2005 19:40 10.210 629 ‐1.99 1041.57 1042.43 0.87 300 6/19/2005 19:26 10.221 630 ‐3.36 1041.55 1042.21 0.67 300 6/19/2005 19:25 10.222 630 ‐2.25 1041.36 1042.19 0.83 300 6/19/2005 19:26 10.411 633 ‐7.73 1040.99 1041.88 0.89 300 6/19/2005 19:21 10.419 633 0.47 1040.98 1041.87 0.89 300 6/19/2005 19:20 10.426 633 7.36 1040.96 1041.84 0.88 300 6/19/2005 19:22 10.428 633 8.83 1040.94 1041.84 0.90 300 6/19/2005 19:20 10.433 634 ‐6.07 1040.95 1041.82 0.87 300 6/19/2005 19:23 10.442 634 2.71 1040.90 1041.79 0.89 300 6/19/2005 19:23 10.829 641 ‐0.12 1042.65 1041.07 ‐1.58 300 INTERPRETED - 10.838 641 9.06 1042.55 1040.92 ‐1.63 300 INTERPRETED - 10.844 642 ‐5.73 1042.57 1040.82 ‐1.76 300 INTERPRETED - 11.076 645 1.03 1039.42 1040.43 1.01 300 6/19/2005 19:04 11.077 645 2.65 1039.64 1040.37 0.73 300 6/19/2005 19:04 11.080 645 4.92 1039.25 1040.30 1.05 300 6/19/2005 19:04 11.088 646 ‐5.02 1039.27 1040.02 0.75 300 6/19/2005 19:05 11.089 646 ‐3.93 1039.13 1039.98 0.85 300 6/19/2005 19:06 11.092 646 ‐1.01 1039.14 1039.88 0.74 300 6/19/2005 19:07 11.123 647 1.22 1039.14 1039.71 0.57 300 6/19/2005 19:00 11.126 647 3.55 1039.06 1039.70 0.64 300 6/19/2005 18:59 11.138 648 ‐4.58 1039.12 1039.66 0.55 300 6/19/2005 18:58 11.142 648 ‐0.45 1039.11 1039.65 0.55 300 6/19/2005 18:57

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

APPENDIX B Model Validation

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table B.1: Comparison of Surveyed and Simulated Water Levels along the Bow River for the Historical Flood Events

Distance Difference from the (Simulated Water Simulated Bearspaw Mapping Difference Surveyed Simulated Level ‐ Surveyed Description Flood Discharge Dam Location in distance HWM Water Level HWM) Events (m³/s) (km) Number check (m) (m) (m) (m) 5.9 30 0.002 1071.16 1072.46 1.30 Twin Bridges 1897 2265 21.3 140 0.001 1042.57 1044.60 2.03 Langevin Bridge S/B 1557 5.9 30 0.002 1070.03 1071.09 1.06 Twin Bridges 1557 21.3 140 0.001 1041.84 1042.85 1.01 Langevin Bridge S/B 1902 2270 23.9 169 0.001 1037.91 1038.89 0.98 C and E Bridge 2270 28.5 191 0 1030.22 1031.27 1.05 C.P.R. Bridge, upstream of Bonnybrook Bridge 1908 ‐ 23.9 169 0.001 1035.88 ‐ ‐ C and E Bridge 1127 21.3 140 0.001 1041.44 1042.05 0.61 Langevin Bridge S/B 1915 1506 28.5 191 0 1028.90 1030.10 1.20 C.P.R. Bridge, upstream of Bonnybrook Bridge 1322 5.9 30 0.002 1069.67 1070.54 0.87 Twin Bridges 1322 21.3 140 0.001 1041.64 1042.42 0.78 Langevin Bridge S/B 1929 1756 23.9 169 0.001 1037.61 1038.16 0.55 C and E Bridge 1756 28.5 191 0 1029.68 1030.51 0.83 C.P.R. Bridge, upstream of Bonnybrook Bridge 1518 16.6 93 ‐73.3 1051.87 1051.99 0.12 No2 Pumping Plant ~275 m d/s Crowchild 1518 17.0 95 ‐20.2 1051.01 1051.29 0.28 19 St. W. ~700 m d/s Crowchild Bridge 1518 17.5 98 ‐60.2 1049.88 1049.98 0.10 16 St. W. ~250 m u/s Mewata Bridge (14th street bridge) 1518 17.8 99 0.002 1049.49 1049.52 0.03 Mewata Bridge 1932 1518 18.5 104 ‐70.1 1048.02 1048.45 0.43 ~75 m u/s Louise Bridge 1518 18.5 104 0.002 1047.66 1048.36 0.70 Louise Bridge 1518 19.1 110 ‐0.002 1046.07 1047.02 0.95 7 St. W. ~725 ft d/s Louise Bridge 1518 20.5 134 ‐0.002 1044.09 1044.66 0.57 Centre St. Bridge 1518 21.3 140 0.001 1041.84 1042.78 0.94 Langevin Bridge S/B 1936 ‐ 23.9 169 0.001 1035.56 ‐ ‐ C and E Bridge 1955 ‐ 5.9 30 0.002 1070.32 ‐ ‐ Twin Bridges 413 5.1 23 27.1 1069.19 1069.61 0.42 165 m u/s of u/s side 413 5.2 23 92.1 1069.18 1069.47 0.29 100 m u/s of u/s side 413 5.3 25 0.001 1068.95 1069.18 0.23 d/s side of bridge 413 5.4 26 42.2 1068.82 1069.05 0.23 100 m d/s of u/s side 413 9.7 52 ‐10.1 1061.75 1062.01 0.26 170 m u/s of u/s side 413 9.8 52 59.9 1061.69 1061.90 0.21 100 m u/s of u/s side 413 9.9 55 ‐0.7 1061.20 1061.46 0.26 35 m d/s of u/s side 413 10.1 56 ‐98.6 1061.27 1061.21 ‐0.06 160 m d/s of d/s side 413 10.1 56 ‐63.6 1060.80 1061.14 0.34 195 m d/s of d/s side 413 10.2 57 ‐35.5 1060.40 1060.94 0.54 330 m d/s of d/s side 413 10.4 58 32.2 1060.44 1060.60 0.16 50 m d/s of d/s side 413 10.4 59 ‐14.1 1060.16 1060.54 0.38 100 m d/s of d/s side 413 16.1 88 ‐78.2 1050.66 1050.70 0.04 245 m u/s of u/s side 413 16.2 89 ‐47.9 1050.17 1050.46 0.29 100 m u/s of u/s side 413 16.3 90 0 1050.02 1050.32 0.30 u/s side of bridge 413 16.4 91 27.3 1049.87 1050.14 0.27 75 m d/s of u/s side 413 16.4 91 37.3 1049.70 1050.12 0.42 85 m d/s of u/s side 413 17.6 98 11.8 1047.96 1047.86 ‐0.10 140 m u/s of u/s side 413 17.7 99 ‐45.1 1047.40 1047.66 0.26 45 u/s of u/s side 413 17.8 99 0.002 1047.14 1047.56 0.42 u/s side of bridge 413 17.9 100 74.6 1046.83 1047.03 0.20 75 m d/s of d/s side 413 17.9 101 ‐39.1 1046.69 1046.90 0.21 130 m d/s of d/s side 413 18.4 103 43.4 1045.04 1045.87 0.83 120 m u/s of u/s side 413 18.5 104 ‐60.1 1045.19 1045.71 0.52 60 m u/s of u/s side 413 18.6 106 ‐20.3 1044.72 1045.31 0.59 100 m d/s of u/s side 413 18.7 107 14.4 1044.58 1044.98 0.40 165 m d/s of u/s side 413 20.3 132 70.3 1041.96 1042.23 0.27 195 m u/s of u/s side 413 20.4 133 ‐69.7 1041.96 1042.13 0.17 120 m u/s of u/s side 413 20.5 134 ‐25.4 1041.77 1042.02 0.25 25 m u/s of u/s side 1981 413 20.7 135 78.7 1041.51 1041.74 0.23 120 m d/s of u/s side 413 20.7 136 ‐33 1041.43 1041.60 0.17 190 m d/s of u/s side 413 21.2 138 112.8 1040.35 1040.72 0.37 175 m u/s of u/s side 413 21.3 139 ‐3.1 1040.10 1040.54 0.44 60 m u/s of u/s side 413 21.5 142 16.9 1039.75 1040.11 0.36 110 m d/s of u/s side 413 21.6 145 ‐65.3 1039.76 1039.70 ‐0.06 south of intersection of Memorial Dr. And 6 St. NE north of intersection of 15 St. E and New St. On south 413 23.4 1036.61 1036.42 ‐0.19 166 ‐19.6 side of Bow River 509 25.0 177 2.9 1032.91 1033.08 0.17 150 m u/s of u/s side 509 25.1 177 62.9 1032.91 1033.01 0.10 90 m u/s of u/s side 509 25.2 178 5.3 1032.86 1032.89 0.03 u/s side of bridge 509 25.3 179 60.9 1032.68 1032.64 ‐0.04 100 m d/s of u/s side 509 25.3 179 105.9 1032.56 1032.59 0.03 145 m d/s of u/s side 509 28.5 191 0 1027.50 1027.78 0.28 u/s side of CNR Bridge 509 28.5 192 0.001 1027.20 1027.67 0.47 u/s side of CPR Bridge 509 28.6 193 0.002 1027.15 1027.47 0.32 u/s side of Bonnybrook Bridge 509 29.3 199 0.002 1025.78 1026.15 0.37 u/s side of bridge 509 29.4 200 0.002 1025.80 1026.03 0.23 d/s side of bridge 509 32.2 222 33 1020.79 1020.94 0.15 145 m u/s of u/s side 509 32.3 223 ‐49.7 1020.82 1020.81 ‐0.01 65 m u/s of u/s side 509 32.3 223 5.3 1020.91 1020.71 ‐0.20 10 m u/s of u/s side 509 32.4 225 1.8 1020.80 1020.54 ‐0.26 60 m d/s of u/s side 509 32.5 226 ‐43.4 1020.09 1020.39 0.30 160 m d/s of u/s side 509 32.6 226 46.6 1020.06 1020.25 0.19 250 m d/s of u/s side 520 45.7 288 ‐19.6 995.22 995.93 0.71 170 m u/s of u/s side 520 45.8 289 ‐47.3 995.15 995.76 0.61 65 m u/s of u/s side 520 45.9 289 17.7 995.22 995.66 0.44 u/s side of bridge 520 45.9 291 ‐19.7 995.15 995.53 0.38 d/s side of bridge 520 45.9 291 ‐9.7 994.91 995.51 0.60 65 m d/s of u/s side 520 46.0 292 ‐15.3 994.81 995.44 0.63 100 m d/s of u/s side

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table B.2: Comparison of Surveyed and Simulated Water Levels along the Elbow River for the Historical Flood Events

Distance Difference from the (Simulated Water Simulated Glenmore Mapping Difference Surveyed Simulated Level ‐ Surveyed Description Flood Discharge Dam Location in distance HWM Water Level HWM) Events (m³/s) (km) Number check (m) (m) (m) (m) 4.20 453.00 0.00 1053.27 1053.62 0.35 Elboya Bridge 4.49 461.00 4.79 1052.71 1053.39 0.68 4A St. SW 4.70 466.00 ‐11.84 1052.47 1053.24 0.77 4 St. Looking south 4.79 467.00 ‐23.34 1052.11 1053.18 1.07 3 St. Looking south 5.14 475.00 4.94 1052.15 1052.59 0.44 3 St. Looking north 5.23 477.00 ‐3.05 1051.79 1052.43 0.64 4 St. Looking north 5.38 479.00 ‐8.12 1051.73 1052.27 0.54 37 Ave. SW 5.47 480.00 6.93 1051.63 1052.19 0.56 36 Ave. SW 5.73 484.00 ‐29.61 1051.07 1051.99 0.92 34 Ave. SW 6.26 496.00 15.08 1050.85 1051.42 0.57 Near 29 Ave. SW 6.34 500.00 ‐2.07 1050.37 1051.30 0.93 Garden Crescent 6.52 506.00 ‐15.99 1050.49 1050.90 0.41 5 St. SW 6.65 509.00 ‐1.19 1050.10 1050.50 0.40 4 St. SW 6.73 511.00 23.02 1049.73 1050.28 0.55 Between 2 and 4 St. SW 6.80 513.00 31.25 1049.33 1050.10 0.77 2 St. SW 6.97 517.00 26.74 1049.02 1049.83 0.81 1 St. SW 7.26 531.00 12.60 1048.55 1049.16 0.61 26 Ave. 7.36 540.00 0.00 1048.27 1049.13 0.86 25 Ave. Bridge 7.47 543.00 ‐15.97 1047.84 1048.65 0.81 24 Ave. 7.59 547.00 8.25 1047.79 1048.24 0.45 23 Ave. 7.83 557.00 20.61 1047.42 1048.02 0.60 22 Ave. 1915 379 7.92 559.00 1.72 1047.23 1047.60 0.37 21 Ave. 8.05 563.00 15.37 1047.12 1047.36 0.24 Between 19 and 21 Aves 8.16 567.00 ‐6.29 1046.86 1047.15 0.29 CNR Bridge 8.28 571.00 10.36 1046.06 1046.77 0.71 Centre Street 8.45 575.00 0.00 1045.45 1046.51 1.06 Patterson Bridge 8.69 582.00 14.16 1044.34 1045.72 1.38 Victoria Bridge 8.86 593.00 ‐24.47 1043.80 1045.19 1.39 In Victoria 9.00 597.00 6.99 1043.46 1044.79 1.33 In Victoria 9.13 601.00 ‐14.26 1042.82 1044.71 1.89 In Victoria 9.66 615.00 ‐2.16 1042.55 1043.87 1.32 In Victoria Park 9.80 618.00 3.08 1042.41 1043.75 1.34 In Victoria by Pumphouse 9.90 622.00 ‐9.45 1042.28 1043.67 1.39 In Victoria by Boiler Room 10.08 626.00 33.80 1041.79 1043.40 1.61 In Victoria Park 10.28 631.00 ‐7.13 1041.58 1042.56 0.98 17 Ave. SE 10.36 632.00 29.64 1041.56 1042.48 0.92 15 Ave. SE 10.44 634.00 ‐2.76 1041.31 1042.35 1.04 14 Ave. SE 10.57 637.00 14.10 1041.15 1042.12 0.97 13 Ave. SE 10.72 640.00 ‐42.49 1041.14 1041.92 0.78 12 Ave. SE 10.82 641.00 ‐5.11 1040.81 1041.68 0.87 McDonald Bridge 11.07 645.00 0.00 1040.57 1041.00 0.43 CPR Bridge 11.12 647.00 0.00 1040.39 1040.21 ‐0.18 9 Ave. SE Bridge 11.35 650.00 16.76 1040.19 1040.04 ‐0.15 Confluence 6.53 506.00 ‐9.05 1050.64 1051.05 0.41 91 m u/s of Mission Bridge, left bank 6.59 507.00 ‐1.22 1050.10 1050.98 0.88 36 m u/s of Mission Bridge, right bank 6.59 507.00 4.78 1050.44 1050.97 0.53 30 m u/s of Mission Bridge, left bank 6.61 508.00 ‐7.60 1050.22 1050.94 0.72 7.6 m u/s of Mission Bridge, left bank 6.61 508.00 ‐7.60 1050.05 1050.94 0.89 7.6 m u/s of Mission Bridge, right bank 6.62 508.00 0.00 1050.08 1050.93 0.85 center of u/s side of left span, Mission Bridge 6.62 508.00 0.00 1049.98 1050.93 0.95 center of u/s side of mid‐span, Mission Bridge 1923 402 6.62 508.00 0.00 1049.99 1050.93 0.94 center of u/s side of right span, Mission Bridge 6.65 509.00 0.00 1049.94 1050.60 0.66 center of d/s side of left span, Mission Bridge 6.65 509.00 0.00 1049.84 1050.60 0.76 center of d/s side of mid‐span, Mission Bridge 6.65 509.00 0.00 1049.91 1050.60 0.69 center of d/s side of right span, Mission Bridge 7.36 540.00 0.00 1048.90 1049.26 0.36 25 Ave. Bridge 10.57 637.00 14.10 1041.39 1042.29 0.90 13 Ave. East 10.83 641.00 0.00 1041.04 1041.85 0.81 12 Ave. East Bridge 0.81 382.00 0.00 1056.46 1057.47 1.01 u/s of Calgary Golf Clubhouse 2.56 413.00 0.00 1054.46 1054.70 0.24 River Park Pedestrian Bridge

3.08 422.00 1053.57 1053.69 0.12 Riverdale Avenue ‐15.17 3.44 431.00 10.11 1053.23 1053.07 ‐0.16 10 St. SW 3.81 441.00 0.00 1052.34 1052.42 0.08 Riverdale Pedestrian Bridge 4.20 453.00 0.00 1051.74 1051.89 0.15 Elboya Bridge 4.49 461.00 4.79 1051.40 1051.60 0.20 4A St. SW 4.94 471.00 ‐9.88 1051.22 1051.17 ‐0.05 39 Ave. SW 5.38 479.00 ‐8.12 1050.64 1050.67 0.03 37 Ave. SW 1964 141.5 5.90 486.00 0.00 1049.98 1050.20 0.22 Woodpark Pedestrian Bridge 6.62 508.00 0.00 1048.67 1048.90 0.23 Mission Bridge 6.98 519.00 ‐24.51 1048.24 1048.14 ‐0.10 1 St. SW 7.36 540.00 0.00 1047.38 1047.38 0.00 25 Ave. Bridge 7.60 548.00 ‐8.55 1047.11 1046.95 ‐0.16 23 Ave. SW 7.83 558.00 ‐17.53 1046.56 1046.40 ‐0.16 22 Ave. SW 8.17 567.00 0.00 1045.54 1045.44 ‐0.10 CNR Bridge 8.69 582.00 14.16 1043.65 1043.85 0.20 Victoria Bridge 9.02 598.00 ‐14.69 1042.92 1043.00 0.08 Stampede Park Pedestrian Brdige 10.82 641.00 ‐13.90 1039.48 1039.78 0.30 12 Ave. SE Bridge 11.07 645.00 0.00 1038.84 1039.19 0.35 CPR Bridge 11.35 650.00 16.76 1037.74 1038.39 0.65 Confluence 4.07 449.00 ‐1.01 1050.87 1051.55 0.68 125 m u/s of u/s side of bridge 4.11 450.00 10.02 1050.87 1051.48 0.61 90 m u/s of u/s side of bridge 4.14 451.00 0.90 1050.65 1051.43 0.78 60 m u/s of u/s side of bridge 4.27 456.00 ‐5.24 1050.45 1051.26 0.81 70 m d/s of u/s side of bridge 4.29 456.00 19.76 1050.21 1051.24 1.03 95 m d/s of u/s side of bridge 7.89 559.00 ‐25.08 1046.17 1045.73 ‐0.44 left bank 1981 96 8.44 574.00 6.06 1044.06 1044.19 0.13 10 m u/s of u/s side of bridge, L.B. 8.49 576.00 7.62 1043.56 1044.00 0.44 35 m d/s of u/s side of bridge, L.B. 8.53 578.00 ‐9.33 1043.53 1043.82 0.29 75 m d/s of u/s side of bridge, L.B. 8.58 579.00 0.30 1043.46 1043.67 0.21 left bank 11.10 646.00 9.27 1038.15 1038.58 0.43 20 m u/s of u/s side of bridge, R.B. 11.14 648.00 0.10 1038.18 1038.49 0.31 20 m d/s of u/s side of bridge, R.B. 11.19 648.00 50.10 1038.05 1038.41 0.36 70 m d/s of u/s side of bridge, R.B.

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.1: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1897 Flood Event - Part 1

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.2: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1902 Flood Event - Part 1

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.3: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1902 Flood Event - Part 2

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.4: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1915 Flood Event - Part 1

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.5: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1915 Flood Event - Part 2

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.6: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1929 Flood Event - Part 1

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.7: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1929 Flood Event - Part 2

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.8: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1932 Flood Event - Part 1

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.9: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1981 Flood Event - Part 1

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.10: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Bow River for the 1981 Flood Event - Part 2

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.11: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Elbow River for the 1915 Flood Event

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.12: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Elbow River for the 1923 Flood Event

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.13: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Elbow River for the 1964 Flood Event

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure B.14: Comparison of Simulated Water Surface Profile and Surveyed High Watermarks along the Elbow River for the 1981 Flood Event

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

APPENDIX C Model Sensitivity Analysis

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure C.1: Sensitivity of Simulated Water Level along the Bow River for the 100-Year Flood

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure C.2: Sensitivity of Simulated Water Level along the Bow River for the 100-Year Flood

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure C.3: Sensitivity of Simulated Water Level along the Bow River for the 100-Year Flood

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure C.4: Sensitivity of Simulated Water Level along the Elbow River for the 100-Year Flood

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure C.5: Sensitivity of Simulated Water Level along the Elbow River for the 100-Year Flood

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Figure C.6: Sensitivity of Simulated Water Level along the Elbow River for the 100-Year Flood

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

APPENDIX D Flood Profiles

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table D.1: Simulated Water Levels along the Bow River Distance Water Level (m) Station in from the Station in Flood 2 ‐ Year 5 ‐ Year 10 ‐ Year 20 ‐ Year 50 ‐ Year 100 ‐ Year 200 ‐ Year 500 ‐ Year 1000 ‐ Year Notes Bearspaw HEC‐RAS Channel Dam Mapping Thalweg Flood Flood Flood Flood Flood Flood Flood Flood Flood (km) (m) 0.2 1 69342 1074.43 1077.17 1077.69 1078.09 1078.53 1079.08 1079.55 1080.08 1080.84 1081.45 Bearspaw Dam 0.4 2 69135 1072.68 1076.93 1077.42 1077.79 1078.20 1078.69 1079.16 1079.69 1080.44 1081.09 0.6 3 68889 1074.07 1076.56 1076.99 1077.32 1077.69 1078.29 1078.80 1079.38 1080.15 1080.84 0.8 4 68699 1074.03 1076.26 1076.73 1077.11 1077.55 1078.16 1078.69 1079.28 1080.05 1080.75 1.0 5 68467 1072.83 1075.80 1076.32 1076.76 1077.24 1077.88 1078.42 1079.03 1079.78 1080.47 1.2 6 68272 1071.67 1075.58 1076.10 1076.52 1076.96 1077.54 1078.05 1078.61 1079.33 1079.98 1.6 7 67927 1072.38 1075.15 1075.71 1076.15 1076.58 1077.24 1077.77 1078.35 1079.11 1079.80 2.0 8 67498 1071.07 1074.56 1075.03 1075.39 1075.67 1076.14 1076.54 1076.99 1077.71 1078.51 2.3 9 67187 1071.97 1074.13 1074.56 1074.89 1075.25 1075.78 1076.23 1076.73 1077.49 1078.33 2.6 10 66863 1070.44 1073.57 1074.04 1074.38 1074.74 1075.27 1075.73 1076.25 1077.03 1077.95 3.1 11 66385 1069.93 1072.90 1073.40 1073.80 1074.18 1074.75 1075.23 1075.75 1076.50 1077.57 3.3 12 66149 1068.82 1072.59 1073.01 1073.37 1073.74 1074.29 1074.74 1075.27 1076.05 1077.35 3.5 13 65945 1069.96 1072.06 1072.43 1072.79 1073.20 1073.74 1074.18 1074.73 1075.76 1077.19 3.7 14 65813 1069.42 1071.85 1072.41 1072.83 1073.26 1073.83 1074.30 1074.86 1075.80 1077.19 Upstream of Stoney Trail Bridge 3.8 15 65727 1069.10 1071.76 1072.32 1072.75 1073.18 1073.75 1074.20 1074.75 1075.69 1077.10 3.9 16 65599 1068.57 1071.59 1072.13 1072.54 1072.95 1073.51 1073.95 1074.50 1075.47 1076.97 4.0 17 65502 1068.01 1071.39 1071.87 1072.24 1072.61 1073.14 1073.63 1074.25 1075.30 1076.90 4.1 18 65352 1068.12 1071.18 1071.66 1072.03 1072.40 1072.94 1073.46 1074.12 1075.20 1076.84 4.4 19 65132 1068.17 1070.93 1071.39 1071.75 1072.11 1072.66 1073.22 1073.92 1075.05 1076.76 4.6 20 64931 1067.95 1070.58 1071.04 1071.42 1071.82 1072.46 1073.07 1073.82 1074.98 1076.73 4.7 21 64768 1067.75 1070.24 1070.74 1071.16 1071.59 1072.30 1072.95 1073.72 1074.91 1076.69 4.9 22 64580 1067.13 1070.00 1070.53 1070.97 1071.43 1072.19 1072.86 1073.65 1074.85 1076.66 5.1 23 64415 1067.21 1069.70 1070.22 1070.67 1071.20 1072.03 1072.73 1073.54 1074.75 1076.59 5.3 24 64223 1066.61 1069.30 1069.83 1070.27 1070.74 1071.48 1072.08 1072.79 1073.83 1076.38 Upstream of 85 St. SW Bridge 5.3 25 64193 1066.29 1069.21 1069.72 1070.15 1070.61 1071.31 1071.88 1072.54 1073.44 1075.25 5.4 26 64135 1066.46 1069.15 1069.67 1070.12 1070.61 1071.36 1071.98 1072.69 1073.71 1075.31 5.6 27 63877 1065.78 1068.73 1069.33 1069.84 1070.38 1071.18 1071.81 1072.54 1073.56 1075.21 5.8 28 63657 1064.85 1068.32 1068.99 1069.55 1070.12 1070.94 1071.58 1072.32 1073.34 1075.07 5.9 29 63576 1064.75 1068.25 1068.94 1069.51 1070.09 1070.93 1071.60 1072.36 1073.41 1075.15 5.9 30 63557 1064.53 1068.14 1068.78 1069.27 1069.78 1070.63 1071.41 1072.29 1073.36 1075.11 6.0 31 63489 1063.70 1068.09 1068.73 1069.23 1069.75 1070.57 1071.26 1072.06 1072.98 1075.14 6.0 32 63460 1062.93 1067.97 1068.55 1068.97 1069.40 1070.05 1070.61 1071.26 1072.30 1073.18 6.1 33 63385 1064.47 1067.91 1068.48 1068.90 1069.32 1069.98 1070.55 1071.23 1072.35 1073.28 6.3 34 63240 1064.67 1067.69 1068.22 1068.61 1069.05 1069.72 1070.30 1070.97 1072.06 1073.04 6.4 35 63069 1064.64 1067.36 1067.91 1068.38 1068.81 1069.48 1070.06 1070.73 1071.82 1072.83 6.7 36 62817 1063.43 1066.93 1067.44 1067.87 1068.29 1068.94 1069.48 1070.11 1071.13 1072.00 6.9 37 62619 1063.53 1066.68 1067.17 1067.58 1067.97 1068.58 1069.10 1069.70 1070.70 1071.54 7.1 38 62411 1063.42 1066.39 1066.90 1067.34 1067.74 1068.35 1068.91 1069.57 1070.66 1071.56 7.4 40 62142 1063.22 1065.96 1066.49 1066.90 1067.31 1067.95 1068.54 1069.22 1070.33 1071.21 7.7 42 61820 1062.15 1065.42 1065.93 1066.34 1066.71 1067.31 1067.84 1068.45 1069.56 1070.38 7.9 44 61544 1062.16 1065.03 1065.50 1065.88 1066.29 1066.94 1067.52 1068.20 1069.45 1070.34 8.4 45 61067 1061.00 1064.28 1064.78 1065.19 1065.60 1066.25 1066.83 1067.56 1068.92 1069.78 8.7 46 60788 1061.13 1063.79 1064.32 1064.76 1065.23 1066.01 1066.67 1067.49 1068.94 1069.82 9.0 47 60533 1060.32 1063.38 1063.95 1064.42 1065.00 1065.82 1066.51 1067.33 1068.80 1069.68 9.1 48 60353 1059.11 1063.16 1063.70 1064.15 1064.63 1065.36 1065.98 1066.74 1068.16 1068.84 9.3 49 60205 1057.95 1062.92 1063.41 1063.81 1064.26 1064.92 1065.49 1066.20 1067.65 1068.06 9.4 50 60047 1059.70 1062.66 1063.12 1063.52 1063.98 1064.72 1065.36 1066.17 1067.76 1068.28 9.6 51 59916 1060.29 1062.35 1062.83 1063.26 1063.74 1064.49 1065.14 1065.95 1067.57 1068.01 9.7 52 59754 1059.42 1062.02 1062.54 1062.97 1063.47 1064.24 1064.91 1065.79 1067.54 1068.00 9.9 53 59622 1059.24 1061.82 1062.35 1062.78 1063.28 1064.02 1064.66 1065.59 1067.51 1068.00 9.9 54 59594 1059.18 1061.66 1062.17 1062.59 1063.07 1063.79 1064.39 1065.18 1067.45 1067.92 9.9 55 59558 1058.88 1061.49 1062.00 1062.42 1062.90 1063.59 1064.17 1064.86 1066.13 1067.15 10.2 56 59316 1058.34 1061.06 1061.60 1062.03 1062.53 1063.25 1063.86 1064.77 1066.12 1067.07 10.3 57 59210 1058.04 1060.92 1061.45 1061.86 1062.37 1063.10 1063.67 1064.35 1066.12 1067.07 Upstream of Trans‐Canada Highway Bridge 10.3 58 59153 1057.32 1060.66 1061.13 1061.51 1061.93 1062.55 1063.04 1063.62 1064.16 1065.17 10.4 59 59057 1057.72 1060.55 1061.03 1061.41 1061.85 1062.48 1062.99 1063.63 1064.46 1065.16 10.6 60 58896 1057.35 1060.22 1060.68 1061.04 1061.44 1062.08 1062.69 1063.38 1064.29 1065.04 10.8 61 58736 1057.32 1059.94 1060.41 1060.78 1061.20 1061.90 1062.52 1063.18 1064.14 1064.93 11.0 62 58454 1056.39 1059.78 1060.28 1060.67 1061.12 1061.84 1062.45 1063.15 1064.03 1064.80 11.1 63 58367 1056.57 1059.60 1060.10 1060.48 1060.93 1061.64 1062.26 1062.96 1063.97 1064.79 11.3 64 58195 1056.18 1059.10 1059.64 1060.06 1060.54 1061.28 1061.92 1062.68 1063.78 1064.65 11.5 65 58000 1055.89 1058.69 1059.19 1059.58 1060.01 1060.68 1061.26 1061.94 1063.08 1063.99 11.7 66 57756 1055.16 1058.31 1058.76 1059.13 1059.55 1060.22 1060.80 1061.46 1062.38 1063.26 12.0 67 57497 1055.55 1057.86 1058.28 1058.64 1059.07 1059.75 1060.34 1061.02 1061.93 1062.71 12.2 68 57275 1054.63 1057.57 1057.99 1058.37 1058.84 1059.57 1060.20 1060.93 1061.91 1062.77 12.3 69 57146 1054.27 1056.68 1057.22 1057.68 1058.21 1059.03 1059.72 1060.51 1061.63 1062.60 12.6 70 56884 1053.17 1056.13 1056.66 1057.08 1057.55 1058.29 1058.92 1059.70 1060.90 1061.93 12.7 71 56746 1052.77 1055.94 1056.46 1056.87 1057.35 1058.08 1058.73 1059.55 1060.86 1061.92 12.8 72 56714 1052.67 1055.87 1056.38 1056.78 1057.23 1057.94 1058.55 1059.26 1060.42 1061.52 12.9 73 56577 1052.66 1055.58 1056.06 1056.44 1056.87 1057.57 1058.15 1058.82 1059.89 1060.97 13.1 74 56396 1052.29 1055.30 1055.83 1056.23 1056.69 1057.42 1058.04 1058.76 1059.93 1061.10 13.3 75 56194 1051.13 1054.78 1055.35 1055.81 1056.33 1057.14 1057.79 1058.56 1059.78 1060.96 13.5 76 56018 1051.64 1054.60 1055.21 1055.70 1056.23 1057.05 1057.70 1058.46 1059.65 1060.79 13.8 77 55741 1050.55 1054.32 1054.87 1055.29 1055.75 1056.44 1056.93 1057.50 1058.46 1059.52 13.9 78 55568 1049.69 1054.23 1054.75 1055.15 1055.58 1056.23 1056.64 1057.08 1057.65 1058.40 14.2 79 55296 1051.20 1053.97 1054.44 1054.82 1055.22 1055.83 1056.16 1056.48 1057.46 1058.53 14.4 80 55099 1050.87 1053.76 1054.20 1054.56 1054.96 1055.58 1055.84 1056.41 1057.35 1058.50 14.5 81 54987 1050.91 1053.58 1054.06 1054.42 1054.83 1055.48 1055.72 1056.30 1057.27 1058.45 14.9 82 54636 1049.91 1052.89 1053.31 1053.61 1053.95 1054.48 1055.07 1055.67 1056.82 1058.18 15.0 83 54464 1050.23 1052.50 1052.89 1053.19 1053.55 1054.16 1054.69 1055.35 1056.67 1058.11 15.2 84 54277 1050.05 1051.97 1052.30 1052.61 1053.00 1053.67 1054.33 1055.08 1056.50 1058.00 15.4 85 54068 1048.73 1051.33 1051.75 1052.14 1052.61 1053.36 1054.06 1054.95 1056.40 1057.91 15.7 86 53806 1048.76 1051.09 1051.61 1052.06 1052.57 1053.38 1054.11 1054.96 1056.42 1057.93 15.9 87 53605 1048.53 1050.95 1051.51 1051.98 1052.49 1053.32 1054.05 1054.90 1056.36 1057.88 16.1 88 53355 1047.71 1050.64 1051.18 1051.62 1052.10 1052.87 1053.55 1054.34 1055.73 1057.21 16.3 89 53240 1047.96 1050.39 1050.90 1051.30 1051.76 1052.48 1053.12 1053.86 1055.22 1056.73 16.3 90 53188 1047.95 1050.36 1050.89 1051.30 1051.78 1052.54 1053.20 1053.97 1055.37 1056.90 Upstream of Crowchild Trail Bridge 16.4 91 53140 1048.05 1050.23 1050.77 1051.19 1051.66 1052.42 1053.09 1053.86 1055.07 1056.13 16.5 92 52964 1046.91 1049.88 1050.44 1050.87 1051.36 1052.13 1052.80 1053.59 1054.87 1055.96 16.7 93 52792 1046.11 1049.58 1050.04 1050.41 1050.80 1051.40 1051.92 1052.49 1053.41 1054.30 16.9 94 52609 1046.07 1049.40 1049.86 1050.22 1050.62 1051.24 1051.79 1052.42 1053.45 1054.46 17.0 95 52456 1046.97 1049.16 1049.61 1049.97 1050.37 1050.99 1051.55 1052.19 1053.30 1054.42 17.2 96 52279 1046.39 1048.82 1049.26 1049.61 1050.01 1050.64 1051.20 1051.83 1053.01 1054.26 17.3 97 52149 1045.86 1048.52 1048.93 1049.25 1049.62 1050.19 1050.70 1051.30 1052.59 1054.02 17.6 98 51893 1045.88 1047.92 1048.32 1048.64 1049.00 1049.58 1050.11 1050.75 1052.21 1053.58 17.8 99 51741 1045.45 1047.58 1047.98 1048.30 1048.67 1049.26 1049.81 1050.47 1052.04 1053.50 Upstream of 14 St. SW Bridge 17.8 100 51688 1045.34 1047.24 1047.62 1047.94 1048.32 1048.96 1049.54 1050.25 1051.95 1053.21 18.0 101 51519 1044.85 1046.82 1047.24 1047.59 1048.01 1048.70 1049.33 1050.08 1051.90 1053.22 18.2 102 51328 1044.06 1046.47 1046.90 1047.28 1047.73 1048.47 1049.15 1049.94 1051.84 1053.20 18.4 103 51114 1043.63 1046.01 1046.49 1046.92 1047.42 1048.22 1048.93 1049.75 1051.79 1053.17 18.5 104 50951 1043.13 1045.59 1046.17 1046.65 1047.19 1048.01 1048.73 1049.56 1051.62 1052.99 Upstream of Louise (Hillhurst) Bridge 18.6 105 50910 1042.92 1045.45 1046.04 1046.51 1047.04 1047.85 1048.54 1049.33 1051.13 1052.51 18.7 106 50831 1042.51 1045.30 1045.86 1046.31 1046.81 1047.55 1048.20 1048.95 1050.87 1052.31 18.7 107 50800 1041.78 1045.07 1045.65 1046.11 1046.60 1047.33 1047.97 1048.68 1049.87 1050.93 18.8 108 50706 1041.46 1044.70 1045.23 1045.65 1046.10 1046.70 1047.22 1047.74 1048.49 1049.67 18.9 109 50553 1041.33 1044.57 1045.14 1045.58 1046.05 1046.67 1047.20 1047.74 1048.54 1049.74 19.1 110 50405 1039.00 1044.60 1045.17 1045.62 1046.09 1046.72 1047.27 1047.84 1048.73 1050.08 19.2 112 50312 1037.00 1044.59 1045.17 1045.61 1046.08 1046.73 1047.29 1047.89 1048.92 1050.19 19.3 115 50203 1041.48 1044.38 1044.90 1045.31 1045.75 1046.35 1046.92 1047.54 1048.78 1050.09 19.5 117 50021 1040.91 1043.94 1044.52 1044.96 1045.43 1046.15 1046.78 1047.45 1048.77 1050.10 19.7 120 49822 1040.53 1043.72 1044.32 1044.76 1045.23 1046.03 1046.68 1047.37 1048.74 1050.09 19.9 123 49642 1039.71 1043.35 1043.87 1044.27 1044.70 1045.38 1045.92 1046.78 1048.56 1049.98 19.9 125 49613 1039.56 1043.26 1043.77 1044.16 1044.58 1045.27 1045.88 1046.70 1048.55 1049.96 20.0 127 49464 1040.12 1042.97 1043.47 1043.86 1044.29 1045.00 1045.67 1046.57 1048.52 1049.93 20.3 132 49218 1039.52 1042.35 1042.85 1043.27 1043.77 1044.58 1045.33 1046.31 1048.41 1049.83 20.5 133 49003 1039.43 1042.07 1042.61 1043.05 1043.56 1044.38 1045.14 1046.13 1048.13 1049.52 20.5 134 48953 1039.10 1042.02 1042.56 1042.99 1043.49 1044.30 1045.05 1046.02 1048.00 1049.36 Upstream of Centre St. Bridge 20.6 135 48912 1038.59 1041.92 1042.44 1042.84 1043.30 1044.05 1044.70 1045.55 1047.30 1048.12 20.8 136 48730 1039.24 1041.57 1042.09 1042.51 1042.99 1043.77 1044.48 1045.44 1047.31 1048.18 20.9 137 48602 1038.65 1041.29 1041.81 1042.23 1042.71 1043.47 1044.15 1045.15 1047.14 1047.99

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table D.1: Simulated Water Levels along the Bow River (Continued) Distance Water Level (m) Station in from the Station in Flood 2 ‐ Year 5 ‐ Year 10 ‐ Year 20 ‐ Year 50 ‐ Year 100 ‐ Year 200 ‐ Year 500 ‐ Year 1000 ‐ Year Notes Bearspaw HEC‐RAS Channel Dam Mapping Thalweg Flood Flood Flood Flood Flood Flood Flood Flood Flood (km) (m) 21.1 138 48431 1038.23 1040.93 1041.48 1041.91 1042.41 1043.18 1043.87 1044.86 1046.94 1047.74 21.3 139 48200 1037.77 1040.58 1041.12 1041.54 1042.02 1042.75 1043.42 1044.59 1046.81 1047.59 21.3 140 48153 1037.34 1040.40 1040.91 1041.31 1041.76 1042.47 1043.10 1044.37 1046.73 1047.46 Upstream of Langevin Bridge 21.4 141 48115 1036.97 1040.33 1040.82 1041.22 1041.65 1042.34 1042.96 1043.62 1044.71 1045.75 21.4 142 48050 1037.18 1040.19 1040.66 1041.03 1041.44 1042.09 1042.69 1043.46 1044.69 1045.83 21.5 143 48007 1037.23 1040.07 1040.52 1040.87 1041.26 1041.87 1042.42 1043.11 1043.97 1045.33 21.5 144 47955 1037.29 1039.94 1040.38 1040.73 1041.10 1041.68 1042.22 1042.85 1043.54 1044.08 21.7 145 47785 1037.05 1039.59 1040.08 1040.45 1040.84 1041.46 1042.05 1042.74 1043.45 1044.01 21.8 147 47648 1036.69 1039.16 1039.58 1039.88 1040.20 1040.75 1041.38 1042.42 1043.31 1044.08 21.9 148 47637 1036.53 1039.12 1039.53 1039.83 1040.14 1040.69 1041.26 1041.96 1043.06 1043.86 21.9 149 47572 1036.64 1038.89 1039.26 1039.57 1039.92 1040.53 1041.19 1041.98 1043.04 1043.77 22.2 151 47272 1035.71 1038.16 1038.58 1039.04 1039.50 1040.33 1041.15 1042.00 1043.06 1043.79 22.4 153 47047 1034.70 1037.60 1038.15 1038.67 1039.17 1039.97 1040.85 1041.67 1042.68 1043.33 Elbow River Confluence 22.7 157 46775 1030.45 1037.61 1038.15 1038.68 1039.18 1040.00 1040.84 1041.67 1042.67 1043.32 22.9 159 46564 1033.73 1037.48 1037.97 1038.46 1038.93 1039.69 1040.56 1041.41 1042.45 1043.09 Upstream of St. Georges Zoo Bridge 23.0 161 46518 1034.78 1037.38 1037.86 1038.33 1038.79 1039.54 1040.38 1041.20 1042.19 1042.79 23.2 162 46329 1034.91 1037.03 1037.48 1037.93 1038.37 1039.09 1039.84 1040.62 1041.73 1042.08 23.5 166 46024 1034.12 1036.39 1036.90 1037.39 1037.86 1038.63 1039.43 1040.49 1041.85 1042.44 23.7 168 45743 1033.47 1035.97 1036.50 1037.03 1037.55 1038.41 1039.32 1040.39 1041.80 1042.39 23.9 169 45598 1033.09 1035.81 1036.35 1036.90 1037.43 1038.30 1039.19 1040.24 1041.70 1042.29 Nose Creek Confluence 23.9 170 45580 1033.02 1035.71 1036.21 1036.70 1037.18 1037.95 1038.75 1039.92 1041.66 1042.25 23.9 171 45561 1032.94 1035.62 1036.08 1036.52 1036.95 1037.64 1038.36 1039.10 1041.56 1042.15 24.0 172 45479 1032.56 1035.56 1036.03 1036.48 1036.91 1037.62 1038.34 1039.15 1041.58 1042.16 24.3 173 45235 1031.49 1035.54 1036.00 1036.45 1036.89 1037.62 1038.36 1039.13 1041.31 1041.78 Upstream of City Weir 24.3 174 45190 1031.50 1033.96 1034.57 1035.15 1035.72 1036.48 1037.25 1038.34 1041.20 1041.72 24.4 175 45105 1031.03 1033.80 1034.43 1035.02 1035.58 1036.38 1037.16 1038.30 1041.20 1041.71 24.7 176 44793 1029.69 1033.33 1033.99 1034.62 1035.23 1036.16 1037.06 1038.30 1041.21 1041.73 25.0 177 44457 1028.98 1033.00 1033.66 1034.29 1034.90 1035.87 1036.83 1038.17 1041.17 1041.67 25.2 178 44309 1028.63 1032.83 1033.45 1034.03 1034.57 1035.36 1036.07 1037.29 1041.09 1041.57 Upstream of Cushing (17 Ave. ) Bridge 25.2 179 44265 1029.14 1032.63 1033.18 1033.70 1034.19 1034.86 1035.37 1035.75 1036.22 1036.90 25.5 180 43980 1028.31 1032.34 1032.85 1033.34 1033.81 1034.46 1035.01 1035.56 1036.61 1037.09 25.7 181 43808 1028.36 1032.07 1032.54 1032.97 1033.41 1034.04 1034.63 1035.23 1036.33 1036.70 26.0 182 43493 1028.48 1031.28 1031.83 1032.27 1032.73 1033.32 1033.95 1034.69 1036.15 1036.52 26.2 183 43272 1027.75 1030.88 1031.49 1031.89 1032.35 1032.86 1033.54 1034.48 1036.08 1036.43 26.4 184 43061 1023.27 1030.89 1031.49 1031.91 1032.37 1032.91 1033.58 1034.46 1036.04 1036.38 26.6 185 42900 1026.53 1030.80 1031.39 1031.85 1032.31 1032.85 1033.52 1034.41 1036.01 1036.34 26.8 186 42662 1027.38 1030.45 1031.08 1031.64 1032.12 1032.61 1033.29 1034.24 1035.92 1036.21 27.1 187 42409 1026.25 1030.08 1030.68 1031.16 1031.57 1032.18 1032.93 1033.99 1035.80 1036.06 27.3 188 42230 1026.56 1029.66 1030.25 1030.80 1031.34 1031.95 1032.76 1033.89 1035.75 1035.99 27.7 189 41759 1025.54 1028.71 1029.31 1029.84 1030.36 1031.34 1032.32 1033.62 1035.63 1035.82 28.0 190 41493 1024.46 1028.08 1028.80 1029.49 1030.13 1031.14 1032.15 1033.49 1035.56 1035.71 28.5 191 41038 1023.96 1027.69 1028.40 1029.08 1029.70 1030.66 1031.61 1033.00 1035.35 1035.38 28.5 192 40985 1023.95 1027.58 1028.26 1028.91 1029.51 1030.43 1031.34 1032.75 1035.24 1035.18 28.6 193 40852 1023.74 1027.38 1028.04 1028.68 1029.25 1030.10 1030.93 1031.80 1033.10 1035.10 Upstream of Bonneybrook (Ogden Road) Bridge 28.7 194 40787 1023.61 1027.08 1027.71 1028.30 1028.82 1029.55 1030.19 1030.83 1031.92 1032.64 28.8 195 40703 1023.48 1026.88 1027.49 1028.07 1028.56 1029.34 1030.03 1030.76 1032.04 1032.89 28.9 196 40543 1023.18 1026.54 1027.16 1027.73 1028.19 1029.04 1029.83 1030.59 1031.89 1032.73 29.0 197 40453 1023.16 1026.41 1027.06 1027.63 1028.09 1028.97 1029.76 1030.54 1031.88 1032.77 29.2 198 40328 1023.09 1026.22 1026.88 1027.46 1027.91 1028.86 1029.68 1030.49 1031.87 1032.74 29.3 199 40183 1022.57 1026.06 1026.73 1027.30 1027.71 1028.57 1029.26 1029.93 1031.14 1032.62 Upstream of Calf Robe (Deerfoot Trail) Bridge 29.4 200 40105 1022.33 1025.95 1026.59 1027.12 1027.46 1028.22 1028.80 1029.76 1031.05 1032.29 29.5 201 40036 1022.32 1025.85 1026.51 1027.04 1027.43 1028.28 1028.94 1029.79 1031.09 1032.27 29.6 202 39919 1022.71 1025.64 1026.24 1026.73 1027.30 1028.19 1028.85 1029.71 1031.04 1032.22 29.8 203 39730 1022.04 1025.42 1026.02 1026.48 1026.97 1027.87 1028.49 1029.45 1030.87 1032.11 29.8 204 39663 1022.17 1025.35 1025.95 1026.39 1026.86 1027.67 1028.14 1028.93 1030.11 1031.15 29.9 205 39608 1020.30 1025.18 1025.72 1026.04 1026.35 1026.87 1027.30 1027.65 1028.03 1028.39 30.0 206 39506 1021.92 1024.89 1025.44 1025.79 1026.15 1026.73 1027.26 1027.77 1028.46 1029.09 30.1 207 39363 1021.58 1024.64 1025.22 1025.57 1025.92 1026.50 1027.02 1027.54 1028.23 1028.88 30.2 208 39252 1021.42 1024.54 1025.12 1025.46 1025.80 1026.35 1026.85 1027.35 1028.02 1028.66 30.4 209 39101 1021.44 1024.32 1024.87 1025.30 1025.60 1026.11 1026.56 1027.01 1027.65 1028.32 30.5 210 38978 1020.86 1024.06 1024.51 1024.99 1025.25 1025.80 1026.28 1026.79 1027.42 1028.13 30.6 211 38927 1019.68 1023.95 1024.48 1024.91 1025.15 1025.71 1026.20 1026.70 1027.33 1028.04 30.7 212 38785 1020.35 1023.70 1024.16 1024.55 1024.98 1025.56 1026.03 1026.53 1027.14 1027.87 31.0 213 38530 1020.80 1023.12 1023.65 1024.22 1024.65 1025.18 1025.81 1026.31 1026.89 1027.65 31.1 214 38390 1019.81 1022.75 1023.36 1023.95 1024.36 1024.77 1025.22 1026.23 1026.80 1027.57 31.1 215 38348 1019.52 1022.65 1023.27 1023.89 1024.31 1024.67 1025.07 1025.58 1026.76 1027.54 31.3 216 38178 1019.75 1022.38 1023.04 1023.67 1024.27 1024.67 1025.14 1025.74 1026.65 1027.42 31.5 217 38031 1018.95 1022.12 1022.75 1023.34 1023.82 1024.51 1024.96 1025.58 1026.51 1027.29 31.5 218 37948 1018.73 1022.01 1022.64 1023.23 1023.71 1024.03 1024.85 1025.48 1026.42 1027.21 31.6 219 37862 1017.47 1021.91 1022.52 1023.09 1023.52 1024.12 1024.79 1025.43 1026.37 1027.16 31.7 220 37790 1017.76 1021.79 1022.37 1022.91 1023.27 1024.00 1024.70 1025.34 1026.30 1027.09 31.8 221 37647 1018.61 1021.56 1022.13 1022.66 1023.13 1023.70 1024.39 1025.01 1025.95 1026.75 32.1 222 37348 1018.08 1020.92 1021.54 1022.03 1022.37 1023.08 1023.76 1024.44 1025.46 1026.21 32.3 223 37185 1017.59 1020.64 1021.28 1021.80 1022.11 1022.78 1023.45 1024.07 1024.97 1025.60 Upstream of Graves (Glenmore Trail) Bridge 32.3 224 37145 1017.47 1020.56 1021.20 1021.71 1021.98 1022.60 1023.21 1023.76 1024.54 1024.88 32.4 225 37112 1017.37 1020.46 1021.10 1021.60 1021.80 1022.37 1022.93 1023.39 1023.86 1024.40 32.5 226 36967 1017.24 1020.26 1020.86 1021.44 1021.58 1022.13 1022.71 1023.18 1023.61 1024.19 32.8 227 36694 1016.98 1019.80 1020.33 1020.80 1021.30 1021.84 1022.37 1022.86 1023.15 1023.73 33.1 228 36379 1015.97 1019.20 1019.68 1020.08 1020.39 1020.93 1021.39 1021.81 1022.52 1023.15 33.5 229 35968 1015.02 1018.73 1019.19 1019.58 1019.93 1020.43 1020.86 1021.30 1021.97 1022.68 33.8 230 35673 1015.09 1018.27 1018.80 1019.26 1019.66 1020.19 1020.62 1021.07 1021.76 1022.51 34.1 231 35388 1014.04 1017.73 1018.21 1018.58 1018.89 1019.48 1019.89 1020.45 1021.24 1022.11 34.2 232 35267 1014.73 1017.54 1018.01 1018.35 1018.69 1019.41 1019.85 1020.42 1021.20 1022.08 34.4 233 35084 1014.85 1017.24 1017.75 1018.20 1018.62 1019.38 1019.81 1020.37 1021.17 1022.05 34.6 234 34940 1014.43 1016.87 1017.47 1018.00 1018.49 1019.30 1019.71 1020.29 1021.09 1021.99 34.7 235 34801 1013.92 1016.63 1017.29 1017.88 1018.39 1019.21 1019.60 1020.18 1020.97 1021.88 34.9 236 34553 1012.18 1016.23 1016.84 1017.34 1017.96 1018.85 1019.04 1019.58 1020.30 1021.33 35.0 237 34446 1012.10 1016.15 1016.73 1017.21 1017.68 1018.70 1018.72 1019.35 1020.12 1021.21 35.1 238 34424 1012.25 1016.12 1016.70 1017.15 1017.60 1018.25 1018.59 1019.24 1020.10 1021.11 35.3 239 34222 1012.90 1015.91 1016.47 1016.96 1017.43 1018.05 1018.40 1019.10 1020.00 1021.06 35.4 240 34061 1012.96 1015.62 1016.19 1016.73 1017.24 1017.96 1018.28 1019.04 1019.97 1021.04 35.8 241 33737 1011.80 1014.77 1015.34 1015.83 1016.27 1016.81 1017.87 1018.77 1019.84 1020.95 36.0 242 33519 1010.80 1014.36 1014.88 1015.36 1015.84 1016.60 1017.72 1018.67 1019.71 1020.85 36.1 243 33419 1011.69 1014.33 1014.89 1015.43 1015.92 1016.64 1017.71 1018.65 1019.71 1020.85 36.3 244 33222 1011.28 1013.91 1014.55 1015.20 1015.76 1016.50 1017.61 1018.53 1019.61 1020.77 36.6 245 32931 1009.99 1013.49 1014.14 1014.79 1015.40 1016.23 1017.47 1018.46 1019.55 1020.73 36.7 246 32776 1010.65 1013.36 1014.05 1014.72 1015.32 1016.10 1017.29 1018.22 1019.54 1020.72 36.9 247 32588 1010.07 1013.03 1013.72 1014.38 1014.94 1015.59 1016.83 1017.68 1019.43 1020.63 37.0 248 32456 1009.55 1012.83 1013.51 1014.13 1014.68 1015.20 1016.53 1017.40 1018.54 1020.35 Upstream Ivor Strong (Deerfoot Trail) Bridge 37.1 249 32397 1009.43 1012.56 1013.20 1013.77 1014.11 1014.62 1015.07 1015.53 1016.21 1016.81 37.4 250 32109 1008.93 1012.09 1012.81 1013.52 1013.87 1014.44 1015.00 1015.58 1016.44 1017.21 37.5 251 32005 1006.88 1011.78 1012.39 1012.95 1013.32 1014.00 1014.59 1015.21 1016.10 1016.86 37.9 252 31595 1008.20 1011.17 1011.72 1012.22 1012.63 1013.40 1013.96 1014.61 1015.49 1016.23 38.2 253 31294 1008.22 1010.61 1011.17 1011.64 1012.15 1012.97 1013.39 1014.00 1014.76 1015.41 38.5 254 31013 1007.73 1010.05 1010.64 1011.15 1011.70 1012.58 1012.74 1013.29 1013.78 1013.95 38.6 255 30885 1006.92 1009.79 1010.40 1010.91 1011.53 1012.50 1012.61 1013.19 1013.68 1013.77 38.6 256 30851 1006.84 1009.65 1010.15 1010.39 1010.70 1011.28 1011.74 1012.15 1012.73 1013.20 38.9 257 30640 1006.66 1009.17 1009.62 1010.01 1010.35 1010.83 1011.25 1011.61 1012.11 1012.52 39.1 258 30422 1006.40 1008.81 1009.29 1009.65 1009.96 1010.40 1010.79 1011.13 1011.59 1011.97 39.4 259 30090 1005.46 1008.16 1008.61 1008.96 1009.22 1009.59 1009.96 1010.26 1010.71 1011.05 39.6 260 29873 1004.58 1007.78 1008.22 1008.50 1008.77 1009.15 1009.52 1009.86 1010.28 1010.63 39.8 261 29655 1005.20 1007.18 1007.63 1008.05 1008.46 1008.90 1009.31 1009.68 1010.10 1010.47

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table D.1: Simulated Water Levels along the Bow River (Continued) Distance Water Level (m) Station in from the Station in Flood 2 ‐ Year 5 ‐ Year 10 ‐ Year 20 ‐ Year 50 ‐ Year 100 ‐ Year 200 ‐ Year 500 ‐ Year 1000 ‐ Year Notes Bearspaw HEC‐RAS Channel Dam Mapping Thalweg Flood Flood Flood Flood Flood Flood Flood Flood Flood (km) (m) 40.2 262 29312 1003.46 1006.46 1006.95 1007.30 1007.60 1008.12 1008.61 1009.09 1009.47 1009.96 40.4 263 29053 1001.80 1006.09 1006.49 1006.78 1007.05 1007.50 1007.94 1008.36 1009.09 1009.68 40.7 264 28790 1003.01 1005.67 1006.02 1006.30 1006.54 1006.99 1007.54 1008.15 1008.95 1009.56 41.0 265 28513 1002.85 1004.76 1005.15 1005.58 1005.94 1006.53 1007.19 1007.89 1008.73 1009.38 41.3 266 28184 1001.67 1004.00 1004.51 1005.02 1005.50 1006.18 1006.93 1007.68 1008.53 1009.13 41.6 267 27849 1000.29 1003.49 1004.04 1004.59 1005.04 1005.79 1006.58 1007.26 1008.15 1008.73 41.8 268 27669 1000.36 1003.11 1003.65 1004.16 1004.64 1005.37 1006.12 1006.74 1007.69 1008.26 42.0 269 27518 999.73 1002.81 1003.37 1003.92 1004.40 1005.10 1005.74 1006.33 1007.14 1007.77 42.3 270 27220 1000.07 1002.32 1002.93 1003.49 1003.92 1004.49 1005.00 1005.49 1006.13 1006.62 42.6 271 26870 999.04 1001.84 1002.46 1003.01 1003.42 1004.01 1004.51 1005.03 1005.70 1006.14 42.8 272 26652 998.62 1001.56 1002.18 1002.74 1003.20 1003.79 1004.29 1004.81 1005.46 1005.85 43.1 273 26397 998.07 1001.13 1001.68 1002.43 1002.92 1003.55 1004.03 1004.54 1005.19 1005.56 43.1 274 26381 997.98 1001.07 1001.58 1002.03 1002.35 1003.12 1003.74 1004.38 1004.89 1005.35 43.2 275 26305 997.69 1000.96 1001.49 1001.96 1002.39 1003.04 1003.66 1004.32 1004.83 1005.29 43.4 276 26045 998.16 1000.50 1001.07 1001.60 1002.05 1002.73 1003.41 1004.10 1004.57 1005.01 43.7 277 25787 997.39 1000.10 1000.68 1001.16 1001.51 1002.00 1002.39 1002.53 1003.39 1004.04 43.9 278 25558 996.11 999.67 1000.19 1000.59 1000.97 1001.33 1002.13 1002.54 1003.21 1004.12 44.2 279 25337 996.41 999.30 999.82 1000.26 1000.69 1001.38 1002.15 1002.56 1003.23 1004.14 44.4 280 25134 996.13 998.86 999.45 1000.00 1000.46 1001.16 1001.70 1002.06 1002.85 1003.95 Fish Creek Confluence 44.4 281 25048 996.04 998.67 999.25 999.73 1000.12 1000.72 1001.47 1001.85 1002.78 1003.91 44.6 282 24910 995.67 998.38 999.02 999.48 999.89 1000.51 1000.93 1001.61 1002.68 1003.86 44.7 283 24779 994.28 998.09 998.63 999.09 999.46 1000.16 1000.71 1001.44 1002.58 1003.81 44.8 284 24653 994.72 997.80 998.30 998.74 999.21 999.97 1000.62 1001.33 1002.50 1003.77 45.0 285 24507 994.50 997.45 997.95 998.45 998.98 999.81 1000.38 1001.15 1002.42 1003.73 45.1 286 24361 994.94 997.09 997.71 998.27 998.85 999.66 1000.30 1001.15 1002.41 1003.72 45.5 287 24008 992.85 996.29 996.95 997.53 998.08 999.05 999.91 1000.90 1002.27 1003.62 45.7 288 23774 992.43 995.90 996.54 997.09 997.70 998.88 999.81 1000.85 1002.23 1003.58 45.9 289 23642 993.13 995.69 996.33 996.87 997.41 998.37 998.97 999.95 1001.18 1002.53 Upstream of Marquis de Lorne (Highway 22X) Bridge 45.9 290 23590 993.08 995.59 996.22 996.74 997.28 998.22 998.81 999.59 1000.41 1001.44 45.9 291 23549 992.87 995.48 996.09 996.58 997.08 998.00 998.39 998.99 999.27 1000.04 46.0 292 23509 992.65 995.41 996.02 996.51 997.01 997.96 998.36 999.00 999.33 1000.55 46.1 293 23349 992.25 994.99 995.65 996.15 996.69 997.66 997.85 998.28 998.94 1000.10 46.3 294 23212 991.36 994.71 995.29 995.90 996.53 997.72 998.01 998.56 999.34 999.87 46.5 295 22989 991.93 994.38 995.06 995.71 996.34 997.55 997.67 998.00 998.68 998.87 46.9 296 22597 989.64 993.58 994.21 994.79 995.37 996.14 997.49 997.87 998.67 998.89 47.2 297 22312 990.22 993.03 993.69 994.27 994.90 995.88 996.87 997.26 998.39 998.45 47.3 298 22180 989.11 992.33 993.01 993.64 994.27 995.19 995.85 997.22 998.37 998.42 47.6 299 21914 987.73 991.89 992.60 993.25 993.92 994.82 995.65 996.72 997.42 997.83 48.0 300 21473 987.35 990.90 991.60 992.23 992.86 993.79 994.55 995.31 996.57 997.46 48.3 301 21204 987.53 990.50 991.10 991.62 992.13 992.89 993.49 994.05 994.92 995.75 48.7 302 20840 987.04 989.89 990.39 990.84 991.30 992.00 992.70 993.40 994.44 995.31 49.0 303 20486 986.94 989.19 989.74 990.25 990.79 991.58 992.35 993.07 994.12 994.99 49.4 304 20116 985.77 988.34 988.91 989.45 990.02 990.76 991.45 992.15 993.13 993.81 49.7 305 19755 985.12 987.81 988.38 988.92 989.51 990.14 990.74 991.43 992.42 992.97 50.0 306 19480 984.83 987.48 988.07 988.65 989.27 989.87 990.46 991.15 992.12 992.55 50.3 307 19229 983.45 986.82 987.41 987.99 988.68 989.43 990.13 990.93 992.00 992.44 50.5 308 19002 983.77 986.19 986.88 987.50 988.07 988.95 989.80 990.68 991.78 992.54 50.8 309 18716 982.53 985.94 986.65 987.23 987.72 988.48 989.26 990.08 991.04 992.48 51.1 310 18350 982.11 985.43 986.07 986.64 987.20 988.13 989.03 990.02 991.15 992.33 51.4 311 18101 982.31 984.99 985.62 986.20 986.67 987.49 988.28 989.10 989.85 990.86 Upstream of Dunbow Road (Highway 2) Bridge 51.5 312 18017 981.89 984.66 985.26 985.83 986.17 986.86 987.52 988.35 989.30 990.40 51.5 313 17974 981.63 984.51 985.10 985.67 985.92 986.38 986.88 987.32 988.19 988.89 51.7 314 17788 981.05 984.02 984.45 984.87 985.48 985.76 986.58 986.96 987.44 987.78 52.0 315 17528 980.93 983.75 984.29 984.82 985.35 985.48 986.17 986.57 987.01 987.45 52.3 316 17163 979.16 983.02 983.18 983.51 983.80 984.74 985.11 985.53 986.12 986.55 52.6 317 16891 979.59 982.33 983.00 983.46 983.86 984.42 984.84 985.25 985.82 986.22 52.9 318 16585 978.06 981.87 982.38 982.58 982.85 983.40 983.73 984.01 984.40 984.87 Pine Creek Confluence 53.4 319 16067 977.46 981.00 981.32 981.67 981.95 982.42 982.80 983.16 983.71 984.16 53.7 320 15801 976.97 979.84 980.48 981.05 981.41 981.96 982.36 982.76 983.34 983.82 54.2 321 15337 974.88 978.58 979.31 979.95 980.61 981.09 981.47 981.90 982.37 982.83 54.4 322 15137 975.01 978.27 978.98 979.59 980.31 980.68 981.03 981.57 981.97 982.42 54.6 323 14868 973.84 977.84 978.50 979.05 979.28 979.80 980.27 980.63 981.39 981.85 54.9 324 14601 974.24 977.49 978.10 978.62 979.09 979.71 980.13 980.51 981.19 981.59 55.1 325 14345 974.70 976.92 977.46 977.94 978.29 978.75 979.16 979.51 980.11 980.56 55.5 326 14038 972.97 976.14 976.65 977.08 977.45 977.97 978.38 978.81 979.45 980.03 55.8 327 13712 972.83 975.53 975.88 976.30 976.63 977.11 977.57 978.10 978.80 979.42 56.2 328 13326 972.30 974.72 975.15 975.58 975.69 976.21 976.79 977.40 978.16 978.85 56.4 329 13050 971.50 974.03 974.31 974.69 975.08 975.80 976.41 977.02 977.83 978.54 56.8 330 12701 970.85 973.20 973.68 974.14 974.59 975.35 975.96 976.56 977.40 978.13 57.2 331 12318 969.75 972.45 973.02 973.52 974.04 974.90 975.50 976.09 976.91 977.61 57.5 332 11995 969.07 971.71 972.38 973.04 973.66 974.60 975.20 975.76 976.56 977.24 57.8 333 11701 967.85 971.16 971.92 972.58 973.19 974.23 974.79 975.33 976.07 976.73 58.0 334 11521 967.08 970.86 971.53 972.11 972.66 973.49 974.05 974.57 975.29 975.94 58.4 335 11135 967.06 970.25 970.83 971.33 971.82 972.45 972.98 973.52 974.31 975.04 58.7 336 10780 966.26 969.65 970.25 970.70 971.11 971.74 972.03 972.51 973.28 974.06 59.0 337 10471 966.33 968.76 969.55 970.07 970.54 971.31 971.12 971.78 972.76 973.68 59.6 338 9936 964.20 967.49 968.20 968.70 969.17 969.91 970.49 971.20 972.23 973.20 60.0 339 9519 962.54 966.80 967.49 967.75 968.22 968.94 969.24 969.90 970.78 971.44 60.4 340 9109 963.14 966.13 966.81 967.32 967.84 968.62 969.25 969.95 970.93 971.74 60.9 341 8623 962.70 965.13 965.78 966.38 966.93 967.67 968.25 968.84 969.61 970.25 61.2 342 8278 961.97 964.51 965.23 965.84 966.43 967.18 967.76 968.36 969.10 969.71 61.6 343 7928 960.77 963.84 964.60 965.23 965.88 966.52 967.00 967.48 968.17 968.71 61.8 344 7676 959.84 963.42 964.09 964.57 965.01 965.80 966.22 966.62 967.18 967.76 62.2 345 7246 959.88 962.62 963.32 963.89 964.36 965.05 965.58 966.14 966.80 967.49 62.6 346 6932 959.10 961.97 962.80 963.37 963.77 964.40 964.86 965.37 966.27 967.07 62.9 347 6560 957.17 961.38 962.21 962.90 963.22 963.79 964.37 964.97 965.94 966.78 63.2 348 6300 956.35 960.86 961.56 962.20 962.90 963.62 964.22 964.84 965.83 966.67 63.4 349 6047 957.21 960.47 961.11 961.69 962.24 962.88 963.61 964.32 965.39 966.25 63.8 350 5643 956.41 959.73 960.41 961.03 961.58 962.48 963.20 963.91 965.00 965.84 64.2 351 5308 955.79 959.05 959.67 960.22 960.75 961.61 962.16 962.66 963.25 963.81 64.7 352 4811 955.18 958.09 958.86 959.50 960.09 961.02 961.67 962.25 963.05 963.74 65.2 353 4323 953.92 957.23 958.08 958.86 959.57 960.64 961.29 961.83 962.59 963.24 65.7 354 3840 951.40 956.41 957.01 957.53 957.98 958.61 959.81 960.28 960.92 961.76 65.9 355 3566 952.80 956.02 956.58 957.09 957.52 957.98 958.53 959.17 960.14 961.01 66.3 356 3195 952.23 955.23 955.97 956.63 957.10 957.74 958.37 959.02 959.99 960.87 66.6 357 2910 950.69 954.45 955.25 955.92 956.40 957.08 957.75 958.44 959.44 960.32 66.9 358 2571 949.82 953.86 954.67 955.44 955.95 956.57 957.26 957.95 958.95 959.82 67.2 359 2338 950.34 953.50 954.31 955.00 955.71 956.28 956.97 957.66 958.64 959.51 67.5 360 1991 949.31 952.93 953.69 954.28 954.79 955.60 956.24 956.88 957.78 958.57 68.0 361 1536 948.94 952.14 952.87 953.38 953.91 954.74 955.35 955.93 956.77 957.52 68.3 362 1172 948.39 951.48 952.14 952.64 953.14 953.85 954.55 955.10 955.91 956.66 68.7 363 825 947.87 950.83 951.49 951.90 952.35 952.96 953.53 954.15 955.05 955.84 69.1 364 386 946.80 950.03 950.82 951.45 952.01 952.64 953.23 953.83 954.72 955.51 69.5 365 0 944.99 949.07 949.90 950.56 951.13 951.77 952.36 952.96 953.83 954.60

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table D.2: Simulated Water Levels along Side Channel of the Bow River Water Level (m) Station in Station in Flood 2 ‐ Year 5 ‐ Year 10 ‐ Year 20 ‐ Year 50 ‐ Year 100 ‐ Year 200 ‐ Year 500 ‐ Year 1000 ‐ Year HEC‐RAS Channel Reach Mapping Thalweg Flood Flood Flood Flood Flood Flood Flood Flood Flood (m) Bowmont 39 759 1064.53 1066.40 1066.88 1067.33 1067.68 1068.19 1068.63 1069.13 1070.02 1070.74 Island Side 41 535 1064.14 1065.68 1066.24 1066.72 1067.11 1067.75 1068.31 1068.96 1070.11 1071.01 Channel 43 152 1063.17 1065.45 1066.00 1066.44 1066.84 1067.51 1068.10 1068.79 1069.99 1070.91 111 979 1039.14 1044.62 1045.22 1045.68 1046.18 1046.86 1047.43 1048.01 1048.87 1050.20 113 930 1039.81 1044.17 1044.32 1044.58 1044.96 1045.55 1046.33 1047.35 1048.75 1050.09 114 884 1040.38 1044.17 1044.32 1044.58 1044.97 1045.56 1046.33 1047.35 1048.73 1050.06 116 724 1042.51 1044.17 1044.32 1044.57 1044.94 1045.49 1046.23 1047.34 1048.72 1050.05 118 635 1042.39 1044.16 1044.31 1044.56 1044.92 1045.45 1046.18 1047.32 1048.69 1050.03 119 573 1042.29 1044.16 1044.31 1044.55 1044.92 1045.43 1046.15 1047.28 1048.63 1050.01 Prince's Island 121 482 1042.44 1044.16 1044.30 1044.55 1044.91 1045.40 1046.12 1047.18 1048.63 1050.00 Side Channel 122 470 1042.40 1044.16 1044.30 1044.54 1044.90 1045.38 1046.07 1047.03 1048.62 1050.00 124 417 1042.19 1044.16 1044.30 1044.54 1044.90 1045.38 1046.07 1047.05 1048.61 1049.99 126 371 1042.01 1044.15 1044.30 1044.53 1044.87 1045.35 1046.03 1046.99 1048.59 1049.99 128 354 1041.90 1042.79 1043.17 1043.63 1044.19 1045.09 1045.96 1046.93 1048.58 1049.97 129 312 1041.78 1042.62 1043.10 1043.57 1044.12 1045.00 1045.83 1046.96 1048.58 1049.97 130 304 1041.73 1042.60 1043.10 1043.57 1044.12 1045.00 1045.76 1046.72 1048.58 1049.97 131 201 1041.33 1042.50 1043.08 1043.55 1044.10 1044.98 1045.74 1046.68 1048.56 1049.95 146 1928 1038.11 1039.75 1040.26 1040.63 1041.01 1041.61 1042.15 1042.80 1043.71 1044.40 150 1740 1037.72 1039.45 1039.89 1040.24 1040.57 1041.11 1041.64 1042.40 1043.48 1044.20 152 1478 1037.40 1038.74 1039.11 1039.50 1039.91 1040.59 1041.26 1042.16 1043.34 1044.08 154 1182 1036.49 1038.04 1038.41 1038.82 1039.26 1040.00 1040.73 1041.72 1043.03 1043.76 155 1132 1036.69 1037.91 1038.27 1038.70 1039.15 1039.91 1040.66 1041.68 1043.02 1043.75 St Patrick's 156 1103 1036.49 1037.65 1038.05 1038.46 1038.94 1039.74 1040.52 1041.43 1042.57 1043.27 Island Side 158 884 1035.74 1037.05 1037.59 1038.09 1038.62 1039.47 1040.29 1041.25 1042.44 1043.14 Channel 160 708 1035.42 1036.79 1037.37 1037.91 1038.45 1039.30 1040.14 1041.10 1042.30 1042.96 163 462 1034.47 1036.54 1037.15 1037.69 1038.22 1039.05 1039.88 1040.84 1042.08 1042.71 164 443 1034.45 1036.52 1037.12 1037.66 1038.18 1038.98 1039.80 1040.76 1041.99 1042.59 165 420 1034.44 1036.49 1037.10 1037.64 1038.15 1038.95 1039.78 1040.73 1041.93 1042.50 April 2012 167 214 1034.14 1036.39 1036.98 1037.54 1038.06 1038.90 1039.76 1040.73 1041.96 1042.53 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table D.3: Simulated Water Levels along the Elbow River Distance Water Level (m) from the Station in Station Glenmore Flood in HEC‐ Channel 2 ‐ Year 5 ‐ Year 10 ‐ Year 20 ‐ Year 50 ‐ Year 100 ‐ Year 200 ‐ Year 500 ‐ Year 1000 ‐ Year Notes Dam Mapping RAS Thalweg Flood Flood Flood Flood Flood Flood Flood Flood Flood (km) (m) 0.07 366 11343 1056.19 1058.10 1058.62 1059.47 1060.08 1061.15 1062.39 1063.12 1063.88 1064.44 0.11 367 11303 1056.74 1058.06 1058.56 1059.40 1059.99 1061.05 1062.25 1062.96 1063.68 1064.22 0.15 368 11267 1056.49 1057.92 1058.43 1059.27 1059.86 1060.90 1062.10 1062.80 1063.50 1064.02 0.18 369 11241 1056.21 1057.77 1058.35 1059.21 1059.80 1060.84 1062.04 1062.73 1063.43 1063.93 0.21 370 11204 1056.17 1057.71 1058.30 1059.18 1059.78 1060.82 1062.04 1062.75 1063.47 1064.00 0.26 371 11153 1055.42 1057.65 1058.21 1059.03 1059.60 1060.61 1061.85 1062.59 1063.32 1063.86 0.32 372 11099 1056.24 1057.45 1057.97 1058.74 1059.30 1060.26 1061.45 1062.23 1062.97 1063.50 0.37 373 11048 1055.76 1057.30 1057.81 1058.55 1059.07 1060.01 1061.05 1061.81 1062.63 1063.15 0.43 374 10989 1055.51 1057.17 1057.69 1058.45 1058.99 1059.96 1061.06 1061.74 1062.53 1063.02 0.47 375 10947 1055.18 1057.11 1057.62 1058.39 1058.94 1059.92 1061.03 1061.64 1062.31 1062.65 0.53 376 10889 1055.54 1057.02 1057.53 1058.33 1058.91 1059.93 1061.04 1061.74 1062.43 1062.80 0.57 377 10844 1055.54 1056.97 1057.48 1058.29 1058.87 1059.89 1061.03 1061.73 1062.40 1062.76 0.62 378 10797 1055.54 1056.86 1057.37 1058.18 1058.77 1059.81 1060.98 1061.69 1062.38 1062.76 0.66 379 10757 1055.49 1056.77 1057.31 1058.15 1058.75 1059.80 1060.98 1061.71 1062.40 1062.78 0.71 380 10705 1055.43 1056.67 1057.22 1058.06 1058.65 1059.69 1060.92 1061.68 1062.38 1062.77 0.76 381 10657 1055.50 1056.57 1057.15 1058.00 1058.60 1059.65 1060.91 1061.67 1062.37 1062.75 0.81 382 10611 1055.01 1056.50 1057.07 1057.89 1058.47 1059.48 1060.72 1061.54 1062.31 1062.71 0.88 383 10542 1054.87 1056.39 1056.97 1057.80 1058.38 1059.41 1060.69 1061.50 1062.23 1062.66 0.92 384 10500 1054.49 1056.34 1056.89 1057.68 1058.21 1059.13 1060.46 1061.33 1062.19 1062.54 0.99 385 10427 1054.96 1056.15 1056.68 1057.44 1057.97 1058.89 1059.96 1061.17 1062.03 1062.47 1.04 386 10382 1054.69 1055.98 1056.54 1057.30 1057.83 1058.76 1059.81 1060.45 1061.14 1061.82 1.11 387 10307 1054.13 1055.80 1056.35 1057.19 1057.78 1058.81 1060.00 1060.70 1061.50 1062.07 1.16 388 10253 1053.26 1055.76 1056.30 1057.11 1057.66 1058.59 1059.65 1060.30 1061.11 1061.78 1.22 389 10194 1054.32 1055.65 1056.19 1057.01 1057.58 1058.54 1059.63 1060.26 1060.95 1061.38 1.27 390 10149 1053.95 1055.57 1056.11 1056.94 1057.51 1058.47 1059.57 1060.23 1060.87 1061.32 1.33 391 10091 1053.89 1055.51 1056.04 1056.87 1057.45 1058.45 1059.59 1060.27 1060.93 1061.35 1.40 392 10013 1054.11 1055.24 1055.84 1056.71 1057.32 1058.35 1059.53 1060.24 1060.94 1061.40 1.50 393 9916 1053.31 1055.09 1055.65 1056.47 1057.03 1057.99 1059.12 1059.79 1060.48 1060.92 1.54 394 9873 1052.94 1055.05 1055.61 1056.43 1057.00 1057.96 1059.06 1059.67 1060.30 1060.75 1.63 395 9791 1053.33 1055.01 1055.57 1056.40 1056.98 1057.96 1059.08 1059.67 1060.33 1060.80 1.71 396 9707 1053.78 1054.84 1055.44 1056.30 1056.90 1057.89 1059.03 1059.62 1060.34 1060.83 1.80 397 9618 1052.04 1054.68 1055.30 1056.19 1056.80 1057.79 1058.94 1059.57 1060.32 1060.82 1.88 398 9540 1052.11 1054.61 1055.21 1056.06 1056.66 1057.65 1058.74 1059.38 1060.22 1060.76 1.93 399 9484 1052.82 1054.54 1055.12 1055.95 1056.53 1057.49 1058.53 1059.22 1060.01 1060.64 1.96 400 9462 1052.75 1054.52 1055.10 1055.93 1056.50 1057.45 1058.54 1059.20 1059.99 1060.58 1.98 401 9442 1052.37 1054.51 1055.09 1055.91 1056.48 1057.41 1058.51 1059.18 1059.98 1060.57 1.99 402 9426 1052.86 1054.46 1055.02 1055.83 1056.37 1057.26 1058.27 1058.97 1059.86 1060.52 2.04 403 9375 1052.82 1054.37 1054.94 1055.75 1056.31 1057.24 1058.29 1059.01 1059.87 1060.52 2.09 404 9323 1052.74 1054.26 1054.81 1055.63 1056.19 1057.09 1058.11 1058.82 1059.71 1060.41 2.12 405 9294 1052.65 1054.22 1054.77 1055.60 1056.16 1057.07 1058.09 1058.81 1059.64 1060.37 2.15 406 9263 1052.70 1054.17 1054.74 1055.56 1056.13 1057.05 1058.06 1058.76 1059.55 1060.28 2.20 407 9221 1052.68 1054.12 1054.69 1055.52 1056.09 1057.02 1058.04 1058.73 1059.53 1060.24 2.27 408 9147 1052.51 1054.02 1054.58 1055.41 1055.98 1056.93 1057.98 1058.67 1059.44 1060.09 2.33 409 9083 1052.50 1053.95 1054.54 1055.39 1055.96 1056.93 1057.98 1058.65 1059.41 1060.01 2.39 410 9031 1052.30 1053.91 1054.49 1055.33 1055.91 1056.89 1057.94 1058.61 1059.37 1059.96 2.46 411 8957 1052.35 1053.83 1054.42 1055.28 1055.87 1056.87 1057.94 1058.63 1059.41 1060.01 2.52 412 8899 1052.28 1053.75 1054.36 1055.22 1055.82 1056.83 1057.91 1058.60 1059.37 1059.98 2.56 413 8854 1052.30 1053.69 1054.29 1055.13 1055.71 1056.70 1057.78 1058.46 1059.23 1059.83 Upstream of Altadore Park Bridge 2.57 414 8850 1052.42 1053.66 1054.25 1055.08 1055.66 1056.64 1057.68 1058.34 1059.09 1059.67 2.67 415 8745 1051.76 1053.56 1054.15 1054.99 1055.57 1056.55 1057.58 1058.24 1058.98 1059.57 2.72 416 8696 1051.22 1053.53 1054.10 1054.91 1055.45 1056.39 1057.37 1058.01 1058.73 1059.29 2.82 417 8601 1051.58 1053.43 1053.96 1054.71 1055.24 1056.14 1057.08 1057.68 1058.33 1058.83 2.88 418 8535 1051.60 1053.33 1053.84 1054.58 1055.12 1056.02 1056.93 1057.49 1058.12 1058.67 2.93 419 8486 1051.76 1053.18 1053.69 1054.45 1055.00 1055.92 1056.83 1057.41 1058.09 1058.69 2.99 420 8423 1051.62 1052.97 1053.49 1054.27 1054.83 1055.75 1056.66 1057.27 1058.01 1058.63 3.09 422 8326 1051.33 1052.76 1053.28 1054.06 1054.61 1055.51 1056.37 1056.86 1057.39 1057.81 3.17 423 8251 1051.06 1052.67 1053.20 1053.97 1054.54 1055.48 1056.39 1056.92 1057.51 1057.99 3.20 425 8217 1051.10 1052.61 1053.13 1053.89 1054.43 1055.34 1056.25 1056.77 1057.33 1057.78 3.24 426 8181 1051.12 1052.53 1053.03 1053.76 1054.29 1055.16 1056.10 1056.61 1057.14 1057.58 3.30 427 8121 1050.82 1052.46 1052.96 1053.70 1054.25 1055.14 1056.07 1056.58 1057.12 1057.56 3.35 429 8068 1050.75 1052.39 1052.88 1053.61 1054.16 1055.07 1056.02 1056.54 1057.09 1057.54 3.39 430 8023 1050.95 1052.33 1052.81 1053.56 1054.13 1055.01 1056.00 1056.52 1057.06 1057.52 3.43 431 7985 1050.82 1052.26 1052.74 1053.50 1054.08 1055.01 1055.99 1056.51 1057.05 1057.50 3.50 433 7916 1050.90 1052.12 1052.57 1053.40 1054.00 1054.93 1055.92 1056.44 1056.99 1057.44 3.57 434 7849 1051.05 1051.95 1052.44 1053.31 1053.92 1054.86 1055.87 1056.39 1056.93 1057.38 3.60 436 7813 1050.35 1051.78 1052.36 1053.26 1053.88 1054.82 1055.84 1056.36 1056.90 1057.35 3.67 437 7746 1049.83 1051.68 1052.27 1053.17 1053.79 1054.76 1055.78 1056.28 1056.82 1057.27 3.71 438 7710 1050.13 1051.60 1052.17 1053.05 1053.68 1054.67 1055.71 1056.21 1056.74 1057.18 3.76 439 7658 1050.00 1051.51 1052.11 1053.01 1053.63 1054.61 1055.64 1056.13 1056.65 1057.09 3.80 440 7614 1049.88 1051.41 1052.00 1052.89 1053.52 1054.50 1055.53 1056.02 1056.52 1056.94 3.81 441 7605 1049.85 1051.39 1051.98 1052.87 1053.51 1054.45 1055.52 1056.01 1056.51 1056.93 Upstream of Elbow Park Britannia Pedes trian Bridge 3.82 442 7596 1049.84 1051.38 1051.97 1052.86 1053.48 1054.32 1055.22 1055.72 1056.29 1056.77 3.84 444 7577 1049.69 1051.36 1051.95 1052.86 1053.50 1054.36 1055.24 1055.74 1056.31 1056.78 3.90 445 7518 1049.14 1051.29 1051.85 1052.73 1053.34 1054.22 1055.06 1055.49 1055.96 1056.34 3.94 446 7480 1049.76 1051.21 1051.75 1052.61 1053.21 1054.07 1054.92 1055.37 1055.88 1056.28 3.99 447 7426 1049.66 1051.16 1051.71 1052.60 1053.23 1054.10 1054.96 1055.42 1055.93 1056.34 4.03 448 7390 1049.74 1051.10 1051.66 1052.58 1053.21 1054.06 1054.93 1055.38 1055.90 1056.31 4.07 449 7345 1049.83 1051.01 1051.59 1052.55 1053.20 1054.07 1054.94 1055.40 1055.92 1056.34 4.10 450 7321 1049.80 1050.94 1051.54 1052.49 1053.14 1054.01 1054.88 1055.34 1055.87 1056.30 4.14 451 7282 1049.65 1050.81 1051.47 1052.45 1053.09 1053.98 1054.86 1055.33 1055.88 1056.33 4.18 452 7238 1049.41 1050.71 1051.41 1052.41 1053.06 1053.93 1054.85 1055.31 1055.87 1056.32 4.20 453 7221 1049.37 1050.69 1051.40 1052.39 1053.04 1053.86 1054.77 1055.20 1055.77 1056.23 Upstream of Elbow Drive (Elboya) Bridge 4.22 454 7195 1049.18 1050.65 1051.36 1052.35 1053.00 1053.79 1054.39 1054.97 1055.61 1056.10 4.24 455 7181 1049.09 1050.61 1051.33 1052.31 1052.96 1053.78 1054.44 1055.02 1055.65 1056.13 4.27 456 7146 1049.01 1050.58 1051.30 1052.29 1052.93 1053.74 1054.46 1055.04 1055.66 1056.14 4.31 457 7104 1048.70 1050.54 1051.27 1052.24 1052.88 1053.67 1054.43 1055.02 1055.64 1056.12 4.35 458 7063 1048.43 1050.51 1051.23 1052.20 1052.85 1053.64 1054.42 1055.01 1055.64 1056.12 4.41 459 7012 1048.50 1050.45 1051.16 1052.14 1052.81 1053.62 1054.42 1055.01 1055.64 1056.12 4.43 460 6985 1048.63 1050.42 1051.14 1052.13 1052.82 1053.63 1054.42 1055.01 1055.63 1056.11 4.48 461 6935 1047.93 1050.39 1051.11 1052.11 1052.78 1053.60 1054.41 1055.00 1055.62 1056.10 4.54 462 6881 1048.20 1050.33 1051.04 1052.01 1052.75 1053.60 1054.40 1054.99 1055.62 1056.10 4.58 463 6837 1048.13 1050.30 1051.00 1051.98 1052.69 1053.57 1054.36 1054.96 1055.60 1056.08 4.62 464 6800 1048.21 1050.26 1050.97 1051.94 1052.64 1053.61 1054.40 1055.00 1055.64 1056.12 4.67 465 6748 1048.02 1050.23 1050.93 1051.89 1052.58 1053.60 1054.39 1054.99 1055.63 1056.12 4.71 466 6710 1048.26 1050.21 1050.92 1051.88 1052.58 1053.59 1054.38 1054.99 1055.62 1056.11 4.82 467 6602 1048.56 1050.11 1050.82 1051.80 1052.51 1053.52 1054.34 1054.96 1055.60 1056.09 4.86 468 6557 1048.27 1050.07 1050.79 1051.77 1052.49 1053.49 1054.33 1054.95 1055.59 1056.08 4.90 469 6521 1047.54 1050.05 1050.77 1051.73 1052.47 1053.47 1054.31 1054.94 1055.58 1056.07 4.92 470 6498 1047.31 1050.04 1050.75 1051.70 1052.44 1053.44 1054.29 1054.92 1055.57 1056.06 4.95 471 6470 1047.28 1050.00 1050.68 1051.62 1052.38 1053.40 1054.29 1054.92 1055.56 1056.06 4.99 472 6427 1047.24 1049.97 1050.63 1051.52 1052.21 1053.25 1054.28 1054.92 1055.56 1056.05

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table D.3: Simulated Water Levels along the Elbow River (Continued) Distance Water Level (m) from the Station in Station Glenmore Flood in HEC‐ Channel 2 ‐ Year 5 ‐ Year 10 ‐ Year 20 ‐ Year 50 ‐ Year 100 ‐ Year 200 ‐ Year 500 ‐ Year 1000 ‐ Year Notes Dam Mapping RAS Thalweg Flood Flood Flood Flood Flood Flood Flood Flood Flood (km) (m) 5.04 473 6381 1047.25 1049.93 1050.58 1051.44 1052.06 1053.13 1054.28 1054.91 1055.56 1056.05 5.08 474 6339 1047.49 1049.92 1050.56 1051.43 1052.06 1053.09 1054.27 1054.90 1055.55 1056.04 5.13 475 6287 1048.10 1049.86 1050.50 1051.37 1052.01 1053.00 1054.24 1054.88 1055.53 1056.02 5.19 476 6230 1047.46 1049.81 1050.43 1051.28 1051.90 1052.87 1054.12 1054.80 1055.47 1055.96 5.24 477 6181 1047.31 1049.79 1050.39 1051.23 1051.84 1052.77 1053.99 1054.72 1055.40 1055.90 5.31 478 6112 1047.62 1049.73 1050.31 1051.11 1051.71 1052.57 1053.91 1054.64 1055.31 1055.81 5.38 479 6034 1047.50 1049.71 1050.28 1051.08 1051.70 1052.61 1053.83 1054.49 1055.16 1055.65 5.46 480 5953 1048.07 1049.59 1050.15 1050.97 1051.62 1052.55 1053.75 1054.27 1055.05 1055.59 5.53 481 5887 1048.22 1049.49 1050.08 1050.91 1051.57 1052.48 1053.71 1054.24 1054.83 1055.67 5.63 482 5785 1047.50 1049.39 1050.01 1050.87 1051.54 1052.49 1053.73 1054.29 1054.91 1055.49 5.71 483 5709 1047.55 1049.35 1049.96 1050.78 1051.45 1052.35 1053.54 1054.01 1054.51 1054.98 5.76 484 5658 1047.07 1049.34 1049.94 1050.74 1051.39 1052.26 1053.46 1053.93 1054.44 1054.94 5.84 485 5582 1047.08 1049.30 1049.88 1050.64 1051.27 1052.12 1053.31 1053.73 1054.18 1054.63 5.90 486 5513 1047.59 1049.26 1049.83 1050.58 1051.22 1052.06 1053.26 1053.68 1054.12 1054.58 Upstream of Elbow Park Roxboro Pedestrian Bridge 5.92 487 5495 1047.56 1049.25 1049.81 1050.55 1051.18 1051.97 1052.99 1053.39 1053.88 1054.37 5.99 488 5428 1047.49 1049.19 1049.73 1050.45 1051.08 1051.90 1052.94 1053.33 1053.82 1054.33 6.03 489 5392 1047.58 1049.16 1049.70 1050.41 1051.05 1051.88 1052.93 1053.31 1053.80 1054.32 6.08 490 5337 1047.43 1049.12 1049.65 1050.36 1051.01 1051.83 1052.89 1053.26 1053.75 1054.28 6.11 491 5303 1047.53 1049.09 1049.62 1050.32 1050.97 1051.79 1052.86 1053.24 1053.73 1054.26 6.16 493 5259 1047.42 1049.05 1049.58 1050.28 1050.95 1051.77 1052.89 1053.29 1053.80 1054.34 6.20 494 5216 1047.53 1048.98 1049.53 1050.25 1050.94 1051.78 1052.90 1053.30 1053.81 1054.35 6.25 496 5172 1047.45 1048.89 1049.46 1050.19 1050.90 1051.76 1052.91 1053.31 1053.83 1054.38 6.29 498 5124 1047.27 1048.79 1049.35 1050.08 1050.83 1051.70 1052.87 1053.27 1053.79 1054.34 6.34 500 5073 1047.01 1048.71 1049.25 1049.98 1050.74 1051.64 1052.85 1053.24 1053.76 1054.31 6.39 502 5032 1047.09 1048.50 1049.06 1049.83 1050.55 1051.54 1052.80 1053.19 1053.70 1054.25 6.43 503 4984 1046.91 1048.30 1048.91 1049.69 1050.33 1051.44 1052.76 1053.14 1053.64 1054.20 6.49 504 4931 1046.55 1048.17 1048.74 1049.56 1050.15 1051.34 1052.71 1053.08 1053.57 1054.12 6.54 506 4877 1046.38 1048.11 1048.68 1049.52 1050.12 1051.32 1052.70 1053.07 1053.57 1054.13 6.59 507 4830 1046.46 1048.02 1048.59 1049.42 1050.04 1051.26 1052.69 1053.05 1053.55 1054.11 6.62 508 4795 1046.52 1047.93 1048.50 1049.35 1049.98 1051.20 1052.65 1053.01 1053.49 1054.06 Upstream of Mission (4 St. SW)Bridge 6.65 509 4768 1046.51 1047.86 1048.43 1049.24 1049.83 1050.79 1051.80 1052.46 1053.18 1053.83 6.71 511 4708 1046.44 1047.68 1048.23 1049.08 1049.68 1050.65 1051.69 1052.31 1052.99 1053.66 6.77 513 4652 1046.26 1047.55 1048.09 1048.91 1049.50 1050.50 1051.58 1052.21 1052.91 1053.58 6.84 514 4573 1045.86 1047.47 1047.97 1048.77 1049.34 1050.30 1051.40 1051.98 1052.64 1053.35 6.90 516 4520 1045.74 1047.41 1047.91 1048.71 1049.28 1050.27 1051.38 1051.97 1052.63 1053.34 6.94 517 4473 1046.32 1047.30 1047.84 1048.67 1049.26 1050.28 1051.43 1052.04 1052.71 1053.41 7.00 519 4417 1045.98 1047.12 1047.67 1048.47 1049.03 1050.08 1051.29 1051.88 1052.52 1053.22 7.05 522 4365 1045.46 1047.02 1047.57 1048.35 1048.91 1049.95 1051.16 1051.71 1052.30 1052.98 7.09 525 4323 1045.14 1046.99 1047.53 1048.31 1048.86 1049.90 1051.12 1051.66 1052.23 1052.91 7.14 527 4281 1045.17 1046.95 1047.48 1048.26 1048.81 1049.92 1051.15 1051.70 1052.30 1052.98 7.19 529 4223 1044.87 1046.88 1047.36 1048.05 1048.55 1049.55 1050.70 1051.05 1051.17 1051.68 7.25 531 4168 1044.84 1046.77 1047.22 1047.92 1048.44 1049.49 1050.64 1050.95 1050.93 1051.17 7.32 538 4098 1044.89 1046.59 1047.04 1047.81 1048.38 1049.52 1050.79 1051.20 1051.41 1051.88 7.33 539 4083 1045.20 1046.54 1047.00 1047.78 1048.36 1049.51 1050.78 1050.97 1051.17 1051.93 7.36 540 4052 1045.24 1046.54 1047.01 1047.79 1048.37 1049.49 1050.79 1051.14 1051.39 1052.04 Upstream of 25th Ave. SW Bridge 7.38 541 4034 1045.10 1046.42 1046.93 1047.72 1048.30 1049.10 1049.86 1050.43 1051.34 1052.00 7.43 542 3989 1045.23 1046.31 1046.84 1047.66 1048.24 1049.12 1049.91 1050.53 1051.39 1052.04 7.49 543 3931 1044.75 1046.23 1046.75 1047.53 1048.08 1048.78 1049.47 1050.51 1051.38 1052.03 7.53 544 3889 1043.89 1046.22 1046.72 1047.49 1048.03 1048.71 1049.37 1050.50 1051.37 1052.02 7.55 545 3869 1043.80 1046.21 1046.71 1047.46 1048.01 1048.69 1049.36 1050.50 1051.37 1052.02 7.57 546 3851 1043.81 1046.19 1046.67 1047.41 1047.94 1048.59 1049.25 1049.95 1051.36 1052.01 7.58 547 3834 1044.08 1046.17 1046.63 1047.34 1047.84 1048.42 1049.02 1049.76 1050.61 1051.25 7.61 548 3809 1043.85 1046.16 1046.61 1047.30 1047.80 1048.36 1048.89 1049.41 1049.86 1050.25 7.64 549 3777 1043.64 1046.14 1046.57 1047.24 1047.72 1048.16 1048.60 1049.10 1049.73 1051.18 7.68 550 3738 1043.85 1046.12 1046.54 1047.22 1047.73 1048.29 1048.86 1049.49 1050.28 1050.90 7.75 556 3671 1045.13 1045.94 1046.37 1047.11 1047.67 1048.26 1048.88 1049.56 1050.37 1051.01 7.81 557 3610 1044.57 1045.52 1046.05 1046.94 1047.55 1048.22 1048.88 1049.58 1050.39 1051.04 7.85 558 3568 1044.16 1045.28 1045.89 1046.85 1047.46 1048.19 1048.87 1049.57 1050.39 1051.04 7.92 559 3498 1043.01 1045.15 1045.69 1046.43 1046.88 1048.00 1048.81 1049.54 1050.38 1051.03 Upstream of 21 Ave. SW Talisman Pedestrian Bridge 7.94 560 3478 1042.90 1045.14 1045.67 1046.41 1046.88 1047.91 1048.76 1049.50 1050.35 1051.01 7.96 561 3455 1042.71 1045.12 1045.66 1046.41 1046.88 1047.91 1048.75 1049.50 1050.34 1051.00 7.98 562 3438 1043.43 1044.94 1045.43 1046.17 1046.66 1047.84 1048.70 1049.46 1050.29 1050.96 8.03 563 3386 1043.03 1044.98 1045.49 1046.25 1046.77 1047.82 1048.65 1049.38 1050.20 1050.87 8.07 564 3346 1043.62 1044.84 1045.30 1046.03 1046.59 1047.74 1048.57 1049.31 1050.13 1050.77 8.12 565 3297 1043.29 1044.70 1045.17 1045.95 1046.53 1047.68 1048.50 1049.22 1050.02 1050.68 8.15 566 3271 1042.82 1044.68 1045.16 1045.97 1046.54 1047.68 1048.48 1049.19 1049.97 1050.66 8.17 567 3251 1043.11 1044.62 1045.08 1045.86 1046.42 1047.58 1048.39 1049.09 1049.88 1050.54 Upstream of 19 Ave. SW Talisman Pedestrian Bridge 8.18 568 3236 1043.24 1044.53 1044.98 1045.76 1046.33 1047.53 1048.33 1048.94 1049.47 1049.85 8.19 569 3224 1043.26 1044.48 1044.95 1045.74 1046.32 1047.54 1048.35 1048.98 1049.52 1049.91 8.23 570 3188 1042.80 1044.34 1044.83 1045.64 1046.24 1047.51 1048.33 1048.96 1049.50 1049.89 8.27 571 3146 1043.04 1044.01 1044.57 1045.38 1046.00 1047.36 1048.20 1048.83 1049.36 1049.75 8.34 572 3073 1042.26 1043.84 1044.38 1045.15 1045.71 1047.13 1047.98 1048.57 1049.10 1049.54 8.39 573 3027 1042.27 1043.76 1044.29 1045.06 1045.68 1047.18 1048.05 1048.69 1049.24 1049.67 8.44 574 2982 1041.82 1043.71 1044.23 1045.04 1045.71 1047.24 1048.12 1048.75 1049.30 1049.73 8.45 575 2966 1041.92 1043.68 1044.21 1045.01 1045.64 1047.15 1048.06 1048.71 1049.26 1049.68 Upstream of Pattison Bridge 8.48 576 2939 1042.06 1043.54 1044.04 1044.85 1045.46 1046.42 1047.83 1048.62 1049.19 1049.63 8.51 577 2911 1042.04 1043.48 1043.99 1044.81 1045.43 1046.44 1047.83 1048.62 1049.18 1049.62 8.54 578 2882 1042.12 1043.34 1043.79 1044.56 1045.16 1046.35 1047.83 1048.62 1049.19 1049.63 8.58 579 2840 1041.98 1043.23 1043.70 1044.54 1045.18 1046.35 1047.82 1048.61 1049.18 1049.62 8.62 580 2802 1041.93 1043.13 1043.61 1044.47 1045.12 1046.27 1047.75 1048.57 1049.14 1049.59 8.65 581 2766 1041.88 1043.03 1043.52 1044.42 1045.09 1046.24 1047.73 1048.54 1049.10 1049.54 8.68 582 2742 1041.81 1042.98 1043.49 1044.40 1045.09 1046.25 1047.72 1048.52 1049.07 1049.50 Upstream of Victoria (Macleod Trail) Bridge 8.72 583 2699 1041.58 1042.62 1043.25 1044.24 1044.97 1045.99 1047.13 1048.25 1048.85 1049.32 Upstream of LRT Bridge 8.76 584 2656 1041.09 1042.57 1043.24 1044.26 1044.99 1045.99 1047.05 1048.18 1048.88 1049.36 8.78 585 2636 1040.96 1042.43 1043.07 1044.06 1044.80 1045.79 1046.97 1048.13 1048.82 1049.30 8.81 587 2608 1040.64 1042.40 1043.04 1044.01 1044.70 1045.59 1046.78 1048.00 1048.65 1049.11 8.83 588 2588 1040.74 1042.36 1043.00 1043.98 1044.67 1045.56 1046.71 1047.95 1048.59 1049.05 8.88 593 2536 1040.86 1042.25 1042.91 1043.92 1044.62 1045.47 1046.32 1047.67 1048.18 1048.46 8.93 594 2483 1040.46 1042.13 1042.78 1043.77 1044.48 1045.29 1046.06 1047.59 1048.12 1048.42 8.95 595 2469 1040.39 1042.11 1042.77 1043.79 1044.51 1045.34 1046.14 1047.64 1048.22 1048.57 Upstream of Stampede Trail Bridge 8.97 596 2443 1040.14 1042.03 1042.68 1043.68 1044.38 1045.10 1045.28 1045.56 1045.78 1046.41 8.99 597 2424 1039.95 1041.97 1042.56 1043.44 1044.03 1045.10 1045.33 1045.80 1046.10 1046.33

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

Table D4: Simulated Water Levels along Side Channel of the Elbow River Water Level (m) Station in Station in Flood 2 ‐ Year 5 ‐ Year 10 ‐ Year 20 ‐ Year 50 ‐ Year 100 ‐ Year 200 ‐ Year 500 ‐ Year 1000 ‐ Year HEC‐RAS Side Channel Mapping Flood Flood Flood Flood Flood Flood Flood Flood Flood

421 743 1052.83 1053.40 1054.23 1054.83 1055.82 1056.80 1057.41 1058.10 1058.68 424 645 1052.76 1053.30 1054.11 1054.72 1055.78 1056.61 1057.12 1057.72 1058.22 Riverdale Ave. 428 510 1052.67 1053.17 1053.95 1054.46 1055.45 1056.08 1056.68 1057.36 1057.90 SW 432 357 1052.53 1052.96 1053.72 1054.06 1054.70 1055.77 1056.42 1057.13 1057.69 435 257 1052.41 1052.79 1053.54 1053.73 1054.63 1055.67 1056.29 1056.97 1057.52 443 55 1051.70 1052.07 1053.03 1053.70 1054.63 1055.54 1055.99 1056.40 1056.65 492 915 1049.09 1049.64 1050.39 1051.07 1051.94 1053.03 1053.45 1053.98 1054.51 495 832 1048.90 1049.43 1050.17 1051.03 1051.93 1052.93 1053.31 1053.79 1054.24 497 770 1048.77 1049.27 1050.00 1050.82 1051.89 1052.77 1053.09 1053.50 1053.84 499 716 1048.60 1049.09 1049.82 1050.61 1051.80 1052.61 1052.88 1053.29 1053.45 501 671 1048.43 1048.91 1049.66 1050.42 1051.71 1052.55 1052.84 1053.29 1053.49 Roxboro Rd. 505 569 1047.69 1048.41 1049.27 1049.96 1051.50 1051.86 1052.26 1052.88 1053.66 SW 510 444 1047.45 1048.17 1049.01 1049.58 1049.77 1051.49 1052.10 1052.78 1053.49 512 367 1047.39 1048.09 1048.92 1049.44 1050.22 1051.47 1052.08 1052.75 1053.45 515 254 1047.31 1047.98 1048.77 1049.29 1050.21 1051.43 1052.04 1052.70 1053.40 518 169 1047.22 1047.87 1048.64 1049.14 1050.21 1051.40 1052.00 1052.66 1053.35 521 116 1047.16 1047.78 1048.54 1049.15 1050.21 1051.40 1052.00 1052.66 1053.35 524 44 1047.06 1047.67 1048.54 1049.15 1050.21 1051.41 1052.02 1052.69 1053.40 520 235 1047.22 1047.82 1048.70 1049.32 1050.36 1051.49 1052.10 1052.79 1053.48 523 198 1047.15 1047.73 1048.60 1049.21 1050.26 1051.33 1051.88 1052.48 1053.12 526 161 1047.08 1047.65 1048.50 1049.10 1050.09 1051.09 1051.54 1051.96 1052.48 26 Ave. SW 528 118 1047.01 1047.56 1048.39 1048.98 1050.01 1051.08 1051.55 1052.01 1052.58 530 78 1046.94 1047.48 1048.27 1048.86 1049.87 1050.91 1051.28 1051.42 1051.69 532 44 1046.88 1047.40 1048.18 1048.76 1049.79 1050.93 1051.35 1051.58 1052.01 533 579 1046.64 1047.15 1047.97 1048.58 1049.69 1050.89 1051.26 1051.57 1052.23 534 518 1046.25 1046.75 1047.55 1048.15 1049.31 1050.09 1050.36 1050.57 1051.00 535 450 1045.86 1046.31 1047.08 1047.67 1049.07 1049.81 1049.97 1050.09 1050.30 536 393 1045.43 1045.85 1046.60 1047.21 1048.84 1049.33 1049.47 1049.60 1049.85 25Ave. SW 537 329 1044.75 1045.17 1045.98 1046.63 1048.20 1048.75 1048.88 1049.15 1049.59 592 278 1044.11 1044.60 1045.50 1046.19 1047.86 1048.74 1048.93 1049.16 1049.59 591 217 1043.50 1044.06 1045.04 1045.77 1047.82 1048.68 1048.86 1049.09 1049.52 590 146 1042.94 1043.57 1044.60 1045.34 1047.76 1048.58 1048.75 1049.00 1049.44 589 66 1042.44 1043.14 1044.19 1044.93 1047.24 1048.08 1048.18 1048.79 1049.28 551 394 1046.04 1046.51 1047.27 1047.82 1048.39 1048.96 1049.55 1050.28 1050.85 552 314 1045.52 1045.82 1046.44 1047.75 1048.27 1048.80 1049.35 1049.99 1050.48 553 254 1044.42 1044.74 1045.58 1047.68 1048.05 1048.48 1048.91 1049.50 1049.98 22Ave. SW 554 202 1043.61 1044.05 1045.10 1047.64 1047.85 1048.23 1048.59 1049.02 1049.35 555 116 1042.75 1043.48 1044.61 1047.62 1047.57 1047.98 1048.38 1049.04 1049.54 586 32 1042.57 1043.26 1044.31 1045.36 1046.87 1047.17 1047.96 1048.56 1048.92 600 560 1041.89 1042.58 1043.42 1044.21 1045.07 1045.38 1045.93 1046.33 1046.65 604 435 1041.55 1042.21 1043.54 1044.02 1044.75 1045.44 1045.98 1046.41 1046.76 Stampede 616 325 1041.18 1041.85 1043.54 1044.02 1044.74 1045.41 1045.95 1046.38 1046.72 Park 620 185 1040.68 1041.39 1043.54 1044.02 1044.72 1045.33 1045.90 1046.32 1046.66 623 102 1040.43 1041.14 1043.49 1044.00 1044.67 1045.25 1045.85 1046.27 1046.62 625 60 1040.39 1041.07 1041.90 1043.83 1044.39 1045.14 1045.80 1046.23 1046.57

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

APPENDIX E Digital Data Deliverables

April 2012 Report No. 09-1326-1026.7000

BOW AND ELBOW RIVER UPDATED HYDRAULIC MODEL

DIGITAL DATA DELIVERABLES The following digital data is included on the attached DVD: Report  Digital version of the report (Microsoft Word 2007 format);  Digital signed version of the report (Secured PDF format);  Digital unsigned version of the report (PDF format); and  Digital version of the inundation maps (PDF format). GIS Data  Point-Shape file with all survey points;  Line-Shape file with all cross sections including simulated water levels as attributes;  Created Digital Elevation Model (DEM) as Triangulated Irregular Network (TIN) tiles;  Line-Shape file with 0.5 m contour lines based on the created DEM;  3D Polygon-Shape files representing water level surfaces for the flood events;  Polygon-Shape files with the inundation extents of the flood events; and  ArcGIS 9.3.1 project file (MXD) for all inundation maps.

April 2012 Report No. 09-1326-1026.7000

Golder Associates Ltd. 102, 2535 - 3rd Avenue S.E. Calgary, Alberta, T2A 7W5 Canada T: +1 (403) 299 5600