Stormwater Master Plan by eSolutionsGroup Ltd

The City of Lloydminster

Stormwater Master Plan 2015

Final Report

Date:

November 2015

Prepared for: The City of Lloydminster Prepared by: Sameng Inc. Project No:

1500 Baker Centre â&#x20AC;˘ 10025 - 106 Street, Edmonton, AB T5J 1G3 T: (780) 482-2557 F: (780) 482-2538 E:services@sameng.com

1209

1500 Baker Centre, 10025-106 Street Edmonton, AB T5J 1G3 Phone: (780) 482-2557 Fax: (780) 482-2538 david.yue@sameng.com www.sameng.com

November 26, 2015

Our File: 1209

The City of Lloydminster 4420 50 Avenue Lloydminster, AB/SK T9V 0W2 Attention:

Mr. Abdelqader Abdelqader, M.Sc., P.Eng. Branch Manager, Utilities

Re:

City of Lloydminster Stormwater Master Plan Final Report

Dear Mr. Abdelqader, Please find enclosed a draft copy of the "City of Lloydminster Stormwater Master Planâ&#x20AC;?. The preparation of this report has been a rewarding experience and I would like to thank you and all of the involved City of Lloydminster representatives who provided valuable input throughout the course of this project. This report represents the collaborative effort of all those involved. We have updated the report based on the draft report comments made by the City dated October 20, 2015 and our subsequent discussions. Should you have any questions or wish discussion on any aspect of this report, please contact me at (780) 482-2557.

Sincerely,

David Yue, P.Eng. Project Manager

Table of Contents Stormwater Master Plan 2015

City of Lloydminster

Table of Contents Letter of Transmittal Table of Contents .................................................................................................................... i List of Appendices .................................................................................................................. ii List of Figures ........................................................................................................................ iii List of Tables ......................................................................................................................... iv Corporate Authorization .......................................................................................................... v Acknowledgements ............................................................................................................... vi Executive Summary................................................................................................................ I 1.0 1.1 1.2 1.3

2.0

Introduction ................................................................................................................1.1 Project Background ............................................................................................................... 1.1 Study Area Description .......................................................................................................... 1.1 Project Objectives .................................................................................................................. 1.2

Background Information .............................................................................................2.1

2.1 2.2

Overview ................................................................................................................................ 2.1 Past Studies .......................................................................................................................... 2.1 2.2.1 General ................................................................................................................................. 2.1 2.2.2 Storm Drainage Master Plan Update (Associated Engineering, 2009) ................................ 2.1 2.2.3 Neale-Edmunds Stormwater Complex Project Report (Urban Systems, 2012) ................... 2.4 2.2.4 Neale-Edmunds Stormwater Management Complex Hydrologic and Hydraulic Modeling Report (Urban Systems, 2013) ............................................................................................. 2.4 2.3 Data Collection ...................................................................................................................... 2.5 2.4 Design Criteria ....................................................................................................................... 2.6 2.5 Stormwater Release Rate Review ........................................................................................ 2.6 2.6 Rainfall Assessment .............................................................................................................. 2.7 2.7 August 2005 Intense Rainfall Event and Floods ................................................................. 2.12

3.0

Existing Stormwater System .......................................................................................3.1

3.1 3.2 3.3 3.4 3.5 3.6 3.7

Overview ................................................................................................................................ 3.1 Major Drainage Basins and Main Drainage Channels .......................................................... 3.1 Neale-Edmunds Stormwater Complex .................................................................................. 3.2 Stormwater Management Facilities ....................................................................................... 3.2 Stormwater Pipes .................................................................................................................. 3.5 Catchbasins ........................................................................................................................... 3.6 Hydraulic Model ..................................................................................................................... 3.8 3.7.1 General ................................................................................................................................. 3.8 3.7.2 Network Model ...................................................................................................................... 3.8 3.7.3 Runoff Model ...................................................................................................................... 3.11 3.7.4 Simulated Rainfalls ............................................................................................................. 3.13 3.8 Hydraulic Assessment of Existing Drainage System .......................................................... 3.13

4.0 4.1 4.2

Drainage Improvement Plan to Existing System .........................................................4.1 Overview ................................................................................................................................ 4.1 Recommended Improvements to Existing System ............................................................... 4.1

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List of Appendices Stormwater Master Plan 2015

4.3 4.4

5.0 5.1 5.2 5.3 5.4

City of Lloydminster

Stormwater Management Facilities ....................................................................................... 4.8 Cost Estimates .................................................................................................................... 4.11

Stormwater Master Plan for Future Developments .....................................................5.1 Overview ................................................................................................................................ 5.1 Stakeholder Consultations..................................................................................................... 5.1 Future Development Areas.................................................................................................... 5.2 Summary of Costs and Option Comparison .......................................................................... 5.6

6.0

Capital Plans ..............................................................................................................6.1

7.0

Municipal Development Standards (Separate Cover) .................................................7.2

7.1

8.0 8.1 8.2 8.3 8.4 8.5 8.6

9.0

General .................................................................................................................................. 7.2

Asset Management.....................................................................................................8.1 Introduction ............................................................................................................................ 8.1 Inventory ................................................................................................................................ 8.1 System Investigations ............................................................................................................ 8.3 Condition Assessment ........................................................................................................... 8.4 System Performance and Sustainability................................................................................ 8.4 Rehabilitation Plan ................................................................................................................. 8.5

Conclusions and Recommendations ..........................................................................9.1

List of Appendices Appendix A: Meeting Minutes Appendix B: Design Rainfall Events Appendix C: 2005 Rainfall Event Photographs Appendix D: Summary of Stormwater Management Facilities Appendix E: Hydraulic Model Appendix F: Detailed Cost Estimates Appendix G: Developer Concept Plans Appendix H: City of Lloydminsterâ&#x20AC;&#x2122;s Condition Assessment of Stormwater Infrastructure Appendix I: High Resolution Simulation Results

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List of Figures Stormwater Master Plan 2015

City of Lloydminster

List of Figures Figure 1-1: Location Plan....................................................................................................1.3 Figure 1-2: Current Land Use Plan .....................................................................................1.4 Figure 2-1: IDF Curves for City of Lloydminster ................................................................2.10 Figure 2-2: 4-hour modified Chicago rainfall distribution for Lloydminster .........................2.11 Figure 2-3: 24-hour Huff rainfall distribution for Lloydminster ............................................2.12 Figure 2-4: August 2005 Rainfall Event Insurance Claims and Reported Sewage Backups .........................................................................................................2.14 Figure 3-1: Pipe Diameter Distribution Chart ......................................................................3.5 Figure 3-2: Pipe Age Distribution Chart ..............................................................................3.5 Figure 3-3: Catchbasin Types in City of Lloydminster .........................................................3.6 Figure 3-4: Major Drainage Basin Delineation ..................................................................3.21 Figure 3-5: Pre-Development Major Drainage Basin Delineation ......................................3.22 Figure 3-6: Northwest Drainage Channel - Plan and Profile..............................................3.23 Figure 3-7: East Drainage Channel - Plan and Profile: Lake J to Lake N ..........................3.24 Figure 3-8: East Drainage Channel - Plan and Profile: Lake N to Neale Lake West..........3.25 Figure 3-9: Neale Edmunds Stormwater Complex ............................................................3.26 Figure 3-10: Existing Stormwater Sewer and Drainage System ........................................3.27 Figure 3-11: Simulation Results - 1:5 Year 4-Hour Design Rainfall - Major System ..........3.28 Figure 3-12: Simulation Results - 1:5 Year 4-Hour Design Rainfall - Minor System ..........3.29 Figure 3-13: Simulation Results - 1:100 Year 4-Hour Design Rainfall - Major System ......3.30 Figure 3-14: Simulation Results - 1:100 Year 4-Hour Design Rainfall - Minor System ......3.31 Figure 3-15: Simulation Results - 1:100 Year 24-Hour Design Rainfall - Major System ....3.32 Figure 3-16: Simulation Results - 1:100 Year 24-Hour Design Rainfall - Minor System ....3.33 Figure 4-1: Proposed Drainage Improvements to Existing System ...................................4.12 Figure 4-2: Proposed Drainage Improvements – Northwest Drainage Channel – Plan & Profile .............................................................................................................4.13 Figure 4-3: Proposed Drainage Improvements – East Drainage Channel – Plan & Profile 4.14 Figure 4-4: Simulation Results with Proposed Improvements - 1:100 Year 4-Hour Design Rainfall - Major System ..................................................................................4.15 Figure 4-5: Simulation Results with Proposed Improvements - 1:100 Year 4-Hour Design Rainfall – Minor System..................................................................................4.16 Figure 5-1: Developer Lands in Lloydminster......................................................................5.7 Figure 5-2: Future Development Overall Concept Plan - Option 1 ......................................5.8 Figure 5-3: Future Development Overall Concept Plan - Option 2 ......................................5.9 Figure 5-4: Future Development Concept Plan - Area C ...................................................5.10

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List of Tables Stormwater Master Plan 2015

City of Lloydminster

Figure 5-5: Future Development Concept Plan - Option 1 - Area E ..................................5.11 Figure 5-6: Future Development Concept Plan - Option 2 - Areas E & L ..........................5.12 Figure 5-7: Future Development Concept Plan - Area H ...................................................5.13 Figure 5-8: Future Development Concept Plan - Areas I & J ............................................5.14 Figure 5-9: Future Development Concept Plan - Area K ...................................................5.15 Figure 5-10: Future Development Concept Plan - Option 1 - Area L .................................5.16

List of Tables Table ES-1: Summary of Proposed Improvements .............................................................. IV Table ES-2: Summary of Servicing Costs for Future Development Areas ............................ IV Table 2-1: Storm Drainage Master Plan (2009) Recommended Upgrades .........................2.3 Table 2-2: Rainfall monitoring stations near Lloydminster ...................................................2.8 Table 2-3: Rainfall monitoring stations for major cities of Alberta and Saskatchewan .........2.8 Table 2-4: City of Lloydminster IDF Curves ........................................................................2.9 Table 2-5: IDF Curve Equation Parameters ......................................................................2.10 Table 3-1 Stormwater Management Facility Summary........................................................3.4 Table 3-2: Catchbasin Capacity Calculation .......................................................................3.7 Table 3-3: Kinematic Wave Parameters (Horton Parameters) for Storm Catchments .......3.13 Table 4-1: Impact of Proposed Improvements on Existing SWMFs...................................4.10 Table 4-2: Cost Estimate Summary of Proposed Improvements .......................................4.11 Table 5-1: Summary of Servicing Costs for Future Development Areas .............................5.6 Table 9-1: Summary of Recommended Improvements and Costs ......................................9.2

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Acknowledgements Stormwater Master Plan 2015

City of Lloydminster

Acknowledgements We wish to thank those who contributed time and knowledge to the development of this study including, but not limited to, the following:

City of Lloydminster • Abdelqader Abdelqader, M.Sc., P.Eng. • Niki Burkinshaw, P.Eng. • Sheena Zimmerman, E.I.T. • Paul Levy, C.E.T. • Craig Anderson

Sameng Inc. • David Yue, P.Eng. (Project Manager) • John Hodgson, Ph.D., P.Eng. • Maxime Bélanger, M.Sc., P.Eng. • Nathan Forsyth, P.Eng. • Jianan Cai, Ph.D., E.I.T. • Travis Hnidan, M.Sc., E.I.T. • Ian Ullrich, E.I.T. • Brandon Rivet, C.E.T. • Jared Nicholas, C.E.T. • Dylan Wegner, C.E.T. • Andrea Koropeski, T.T.

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Executive Summary Stormwater Master Plan 2015

City of Lloydminster

Executive Summary Introduction The City of Lloydminster (the City) retained Sameng Inc. (Sameng) to review and update their Stormwater Master Plan that was prepared in 2009. As the City continues to grow and develop, the increasing demand on drainage infrastructure, together with improvements in standards and technology has led the City to evaluate the overall stormwater drainage plan for the City. This evaluation includes the integration of the recently acquired Neale Edmunds wetland complex located northeast of the City. The objectives of this report are to: • Assess the capacity of the existing storm drainage system under existing and future development conditions. • Outline upgrade requirements within the existing system. • Develop a drainage concept plan for the future development areas. • Develop a Conditions Assessment framework and rating system. • Review the Neale-Edmunds Stormwater Complex reports and integrate into the storm drainage model. • Review Section 5 – Storm Drainage System of the current City of Lloydminster Municipal Development Standards, including recommendations for changes.

Data Collection and Review The City of Lloydminster Storm Drainage Master Plan (2009), the Neale-Edmunds Stormwater Complex Project Report (2012), and the Neale-Edmunds Stormwater Management Complex Hydrologic and Hydraulic Modeling Report (2013) were collected and reviewed. The previous Storm Drainage Master Plan had many recommendations for improving the existing system (based on stormwater simulation modeling results) and a conceptual plan for future development. The stormwater model only considered the minor (storm sewer) system; therefore, some of the recommendations do not appropriately address the system’s improvement needs as improvements to the major drainage (overland flow system) of the City are also critical. The Neale-Edmunds Complex reports address maintenance and operation requirements for the Complex that should be implemented. The main recommendation from those reports is to maintain the existing operation procedure for the complex. The asset database of Lloydminster’s stormwater system was used for this project’s computer model construction. Additional information was provided by the City to fill the data gaps. The City’s Municipal Development Standards were reviewed to outline the appropriate design criteria for stormwater management specific to Lloydminster.

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Executive Summary Stormwater Master Plan 2015

City of Lloydminster

Existing System The City of Lloydminster’s existing stormwater system consists of storm sewer pipes, stormwater management facilities or lakes, a number of drainage channels, culverts, catchbasins, and roadway surfaces. The main system features were included in the computer model. Some known deficiencies and areas of concern with the existing system were reviewed based on a significant rainfall event that occurred in August 2005. Data that City staff collected from this event allowed for comparison with the computer model. Sameng reviewed the design storm events for Lloydminster based on historical rainfall data. Revisions to the simulated storm events were made to better reflect historical data, and to bring the model in line with current municipal standards. These changes were incorporated into a MIKE URBAN computer model of Lloydminster’s stormwater system. Additionally, the Neale-Edmunds XPSWMM computer model was incorporated into the model to enable the evaluation of the entire system during simulated events. Preliminary results of the hydraulic model were shared with stakeholders (land developers) in Lloydminster to notify them of concerns in the system and receive their input in resolving these concerns in conjunction with future development. A significant concern identified is the amount of flow entering the Northwest Drainage Channel. A major component of this project included investigating alternative drainage routes that wouldn’t further stress the existing system. Future Stormwater Management The hydraulic model of the existing system was updated to include proposed improvements. These proposed upgrades were tested using simulated rainfall events to assess the effectiveness of each improvement. Cost estimates, including contingency, were developed for the proposed improvements. The City of Lloydminster’s Municipal Development Standards were updated to reflect changes to standards and drainage requirements. This was done in a manner that facilitates design, construction, and adequate management of stormwater infrastructure. Previously, the standards were adequate but required additional information and organization to add clarity. The City of Lloydminster expressed interest in developing a stormwater asset management program. The framework for such a program has been outlined, including the basic intent and execution. The expansion plan for the City of Lloydminster was reviewed and a conceptual plan for stormwater management encompassing City growth was developed. The conceptual plan provides drainage routes for the land that is part of the expansion plan. Cost estimates to develop and manage stormwater drainage for the future lands were prepared and are detailed within this report.

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Executive Summary Stormwater Master Plan 2015

City of Lloydminster

Recommendations Sameng recommends the following: • The Neale-Edmunds Complex model has been incorporated into the current stormwater model. The recommendations for facility operation and maintenance from previous reports should be implemented. • The City of Lloydminster’s database provided most of the necessary information for stormwater model construction. However, there a number of missing pipe and culvert inverts and diameters. The City should update their database of their stormwater infrastructure to ensure accuracy and completion. • Based on the historical rain data available, Sameng analyzed measured rainfalls for the City of Lloydminster over a 100-year period. Using this review, it is recommended that the City of Lloydminster revise their current design IDF curves. The specifics of recommended revisions for design events are included within the report. • Based on model results from simulated rainfalls over Lloydminster, weaknesses and vulnerabilities of the City’s stormwater infrastructure were identified. These concerns are supported by observations and reports from the August 2005 rain events (which correspond to approximately, the 1:65 year event). • Improvements to the existing system to address these concerns should be implemented. Hydraulic simulation results indicate that the proposed improvements effectively improve the system performance and will reduce flood risks. There are remaining local areas with stormwater concerns that require more specific investigation and analysis on a local level. Table ES-1 outlines the recommended improvements which are illustrated in Figure 4-1. • The City incorporates the recommended changes (as presented in Section Error! Reference source not found.) to the Municipal Development Standards. This includes the updates to the IDF curves to more accurately model rainfall events on the city. Other changes can be made to keep the Municipal Development Standards current and facilitate their use by developers. • That the City implements the presented framework for an Asset Management program for their infrastructure. • That the conceptual plan for stormwater servicing for areas where the City is expanding be implemented. Cost estimates for two different implementation options were developed. Table ES-2 summarises these improvements which are illustrated in Figure 5-2 for Option 1 and Figure 5-3 for Option 2.

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Executive Summary Stormwater Master Plan 2015

City of Lloydminster

Table ES-1: Summary of Proposed Improvements

Location

Cost (incl. 50% contingency)

Northwest Drainage Channel

$ 3,787,000

East Drainage Channel

495,000

Hill Industrial

338,000

West Lloydminster/Central Business District

$ 21,953,000

Larsen Grove

$ 1,248,000

Colonial Park/ Southridge

$ 19,723,000

Wallacefield

$ 4,110,000

Steele Heights

$ 2,514,000

College Park

$ 2,865,000

Improvement ID

Total

$ 57,033,000

Table ES-2: Summary of Servicing Costs for Future Development Areas Future Development Area

Location

Option 1 (incl. 50 % contingency)

Option 2 (incl. 50 % contingency)

City – Northwest

City – North

City – Northeast-central

$ 3,710,000

City – Northeast

City – Southwest

$ 5,924,000

$ 9,264,000

City – South

City – Southeast

$ 7,953,000

Expansion – West

$ 7,145,000

Expansion – Northwest

184,000

Expansion – Northwest-central

522,000

Expansion – North

$ 5,167,000

$ 5,168,000

Expansion – South

$ 5,188,000

$ 12,478,000

$ 35,793,000

$ 46,424,000

Total

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1.0 Introduction Stormwater Master Plan 2015

1.0 1.1

City of Lloydminster

Introduction Project Background

Sameng was retained by the City of Lloydminster to update and expand their Storm Drainage Master Plan. Since the last Master Plan was completed in 2009, the Cityâ&#x20AC;&#x2122;s population has grown by approximately 16% to a total of about 31,400 residents (2015 municipal census). A new drainage plan is needed to better provide for this rapid growth, as well as incorporate newer standards for drainage servicing.

1.2

Study Area Description

The City of Lloydminster, shown in Figure 1-, is located on the Alberta â&#x20AC;&#x201C; Saskatchewan Border along the TransCanada Yellowhead Highway (Highway 16). It serves as a transportation hub, and as the regional center for natural resources and agricultural industry. The City of Lloydminster is roughly bounded by 12 Street on the south (Township Road 494), 75 Avenue on the west (Range Road 12), 67 Street (Township Road 502) on the north, and 40 Avenue on the east. Highway 16 (44 Street) runs east-west through the City, while Highway 17 (50 Avenue) runs north-south along the Alberta-Saskatchewan border. A CN railroads run east-west north of Highway 16, while another railroad runs generally from northwest to southeast of the City. Both railroads cross the City near the 52 Street alignment. On the Alberta side (west), Lloydminster is surrounded by the County of Vermillion River #24 with whom they share an Intermunicipal Development Plan (Matrix Planning and G.T. Hofmann & Associates, 2008). On the Saskatchewan side (east), Lloydminster is surrounded by the Rural Municipality of Britannia No. 502 (north of Highway 303) and Rural Municipality of Wilton No. 472 (south of Highway 303), with whom they share an Official Community Plan (Crosby Hanna & Associates, 2012). Near the City boundary as well as outside of the City, the land use is primarily agricultural. Inside the City, the land use is primarily residential to the center and south of the City, with industrial lands generally located to the north and east of the City, and commercial developments generally located along 44 Street (Highway 16) and 50 Avenue. The Lloydminster Municipal Airport is located to the northwest of the City. Figure 1-2 shows the current land use plan in the City.

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1.1

1.0 Introduction Stormwater Master Plan 2015

1.3

City of Lloydminster

Project Objectives

The objectives of this stormwater master plan are to: • Assess the capacity of the existing storm drainage system under existing and future development conditions. • Outline upgrade requirements within the existing system. • Develop a drainage concept plan for the future development areas. • Develop a Conditions Assessment framework and rating system. • Review the Neale-Edmunds Stormwater Complex reports and integrate into the computer model. • Review Section 5 – Storm Drainage System of the current City of Lloydminster Municipal Development Standards, including recommendations for changes.

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1.2

2.0 Background Information Stormwater Master Plan 2015

2.0 2.1

City of Lloydminster

Background Information Overview

This section provides a summary of previous studies, a list of collected data, a summary of the main design criteria, a review of the stormwater release rate for future developments, an update to the City’s IDF curves and design rainfall events and a summary of the August 2005 intense rainfall event and floods.

2.2

Past Studies

2.2.1

General

The following provides a summary of three main drainage studies completed for the City of Lloydminster since 2009. A summary of older drainage studies is provided in the 2009 Storm Drainage Master Plan Update report (Associated Engineering, 2009).

2.2.2

Storm Drainage Master Plan Update (Associated Engineering, 2009)

The previous Storm Drainage Master Plan Update for the City of Lloydminster was completed in 2009. The objectives of that master plan update were to: • assess the existing storm drainage capacity for present and future development; • develop drainage concept plans for future expansion; and • provide a master drainage plan report. Associated Engineering developed a MOUSE computer model of existing drainage and proposed concept drainage infrastructure (storm sewers and stormwater management facilities). This model did not include surface drainage infrastructure although Associated Engineering did note that the major drainage systems in Lloydminster (surface drainage) perform reasonably well. Results from this model showed pipe surcharges to ground level in some sections for the 1:5 year storm event, indicating that the storm sewers carry more than their design flow; this surcharging to surface could cause flooding during major storm events. Associated Engineering identified some high priority drainage concerns: outlet upgrading of Lakes J and K to prevent flooding of the East Drainage Channel, improving Lake V to increase capacity, and berm construction to prevent flooding from the Northwest Drainage Channel to the Husky site. Further to these recommended improvements, Associated Engineering generated a list of projects to address storm sewer surcharging and drainage concerns for current and future development. The proposed upgrades for existing development totaled ~$30 million. The proposed upgrades for future development totaled $25.5 million. Associated Engineering evaluated these upgrades as 18 drainage construction projects.

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2.1

2.0 Background Information Stormwater Master Plan 2015

City of Lloydminster

These construction projects address three different drainage areas of the City: the Northwest Storm Channel, the East Storm Channel, and trunk storm sewers. These upgrades are summarized in Table 2-1. Incorporating these proposed upgrades into the MOUSE model and simulating the 1:5 year and the 1:100 year events, Associated Engineering concluded that the proposed upgrades would significantly reduce ponding levels and flood risk in most locations. The results of Associated Engineeringâ&#x20AC;&#x2122;s Storm Drainage Master Plan highlighted some key areas of drainage concern in the City of Lloydminster.

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2.2

City of Lloydminster Stormwater Master Plan Table 2-1 - Storm Drainge Master Plan (2009) Recommended Upgrades Drainage Component

Northwest Drainage Channel

Upgrade #

Purpose

Description

2 CNR culvert

Provide capacity for future development

Upgrade culvert in Northwest Drainage Channel

3 62 Avenue

Improve drainage on 62 Avenue

Upgrade storm sewers along 62 Avenue to the Northwest Drainage Channel

4 Husky Refinery

Prevent overbank spill and flooding of Husky site

Construct berm along Northwest Drainage Channel

5 51 Street/56 Avenue

Prevent flooding near 51 Street/56 Avenue Prevent spill from Lake V

Location

14 Highway 17 North

Conceptual Cost Estimate Core

812,000

120,000

Intercept 52 Street and 56 Avenue storm sewer to the Northwest Drainage Channel

3,100,000

Replace outlet pipe from Lake V under Highway 17; raise berm on north side of Lake V

67,170

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2,300,000

354,000

275,000

3,700,000

2,600,000

7,900,000

1 Highway 16 West

Provide capacity for Highway 16 widening

6 Highway 17 North

Prevent flooding of industrial lots along Highway 17

Upgrade Highway 16 West storm sewers; redirect storm sewer to Cornerstone Trunk Construct overflow pipe from 49 Avenue to Highway 17 at 58 Street

7 50 Street/50 Avenue

Prevent flooding on 50 Avenue

Replace pipe section on 50 Street from 49 to 50 Avenue

8 52 Street and 40 Avenue

Prevent flooding along 52 Street

9 50 Avenue - Highway 16 to 39 Street

Prevent flooding along 50 Avenue

10 50 Avenue and 36 Street

Prevent flooding along Highway 17

Replace storm sewers on 52 Street and 40 Avenue with larger pipes Extend Highway 16 East Trunk, south along 50 Avenue to 39 Street Twin trunk along 36 Street from 50 Avenue to the East Drainage Channel

11a Trunk Connection to Lake J

Prevent flooding near 23 Street/46 Avenue

Install trunk connection to Lake J along 25 Street

1,200,000

11b Trunk Connection to Lake J

Prevent flooding along 46 Avenue

Install trunk connection Lake J along 46 Avenue

7,000,000

25,329,000

Construct outlet control structure for Lake J

140,000

Replace 600 mm outlet pipe from Lake K with 1200 mm pipe

180,000

Expand Lake J

8,860,000

Total 12 Lake J Outlet 13 Lake K Outlet 15 Lake J East Drainage Channel

Future x

Total

Storm Trunk Sewers

Local

232,000

Control outflows from Lake J and prevent flooding of Lake K Increase outlet capacity and prevent flooding to the north Provide capacity for development draining to Lake J

16 43 Avenue

Prevent overtopping of 43 Avenue

Twin 2100 mm culvert in East Channel under 43 Avenue

218,800

17 Lake K

Provide capacity for development draining to Lake K

Construct Lake K

12,590,000

18 Lake D

Provide capacity for westward expansion in the Construct Lake D and outlet to trunk south basin

3,760,000

320,000

25,428,800

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Total

2.0 Background Information Stormwater Master Plan 2015

2.2.3

City of Lloydminster

Neale-Edmunds Stormwater Complex Project Report (Urban Systems, 2012)

This report detailed the implications for the City of Lloydminster assuming ownership of the Neale-Edmunds Complex, a series of wetlands and channels located approximately 4.8 km northeast of the City that currently receives nearly all of the Cityâ&#x20AC;&#x2122;s stormwater drainage. The objectives of the report were to: determine existing infrastructure condition (assessment report), estimate infrastructure life and repair costs (capital plan), and provide operations and maintenance recommendations. Ducks Unlimited Canada originally owned the Complex to promote waterfowl habitat. In the 1980s they constructed stop-log control structures and upgraded culvert road crossings and channels to control water levels of the main water bodies in the Complex (Neale Lake North, Neale Lake South, Edmunds Lake North, and Edmunds Lake South). The Complex functions in conveying water although Urban Systems estimated that high priority repair works for the Complex (replacing/lining culverts, replacing signage, repairing eroded channel banks, building cattle crossings, and dredging channels), plus lower priority items, will cost the City $1.2 million. They further recommended a hydrological study of the Complex to understand operating procedures to use the Complex for stormwater management over its original intent of waterfowl habitat. The Saskatchewan Watershed Authority is the primary regulatory body responsible for approving the operation and any construction affecting the Complex. Unfortunately, they will not enter into cost-sharing agreements for operations and maintenance of the Complex. Since stormwater from about 2,100 ha of County of Vermilion River discharges into the Complex, the City could pursue a cost-sharing agreement for maintenance and operation costs with the County.

2.2.4

Neale-Edmunds Stormwater Management Complex Hydrologic and Hydraulic Modeling Report (Urban Systems, 2013)

This report detailed the development of a hydrologic and hydraulic model of the NealeEdmunds Stormwater Complex to understand operational implications of using the Complex for stormwater management. The objectives of this report were to: determine target water levels and stop-log control triggers, provide general operational Complex guidelines, and provide expected discharge and lake levels for storm events. Urban Systems conducted modeling using PCSWMM, representing the Complex as a series of storage nodes, junctions, conduits, and weirs. They also included simplified City of Lloydminster stormwater infrastructure in the model (Northwest Drainage Channel, East Drainage Channel, Highway Pond 1A, Pond O, Lake V, and Lake N). The report identified North Battleford as the most representative rain gauge station for Lloydminster to use for hydrologic analysis. Further, it was found that the basins delineated by Ducks Unlimited Canada were out of date; these basins were updated for the model simulation completed by Urban Systems. The City of Lloydminster wanted to maintain the operating conditions used by Ducks Unlimited Canada so Urban Systems identified these target water levels and determined

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2.4

2.0 Background Information Stormwater Master Plan 2015

City of Lloydminster

whether current operating procedures would be appropriate for stormwater management. Daniel Dunn from Ducks Unlimited provided information on yearly Complex operation. Typical operation consisted of maintaining normal lake level for the majority of the year, lowering lake level during the spring and beginning of summer, and then returning the stoplogs back to normal operation level in the autumn. Based on modeling results, it was recommended that the City operate the Complex consistently with how Ducks Unlimited has been operating the Complex (except that segment five should be lowered by one stop log). Daniel Dunn indicated that he is willing to assist the City in transitioning ownership, and thus operation, of the Complex. To improve management, it is recommended that data be collected for Neale Lake West which receives all runoff from the Northwest and East Drainage Channels. The report additionally indicated that by increasing easements around these drainage channels from 0.25 to 0.5 metres would ensure that the Complex operates within easement levels and would not affect private property. Daniel Dunn and Urban Systems recommended engaging landowners through the transition process to minimize future water level conflicts and facilitate Complex operation. Standard maintenance of the Complex includes de-icing culverts and removing beaver dams. The City will need to apply with the Water Security Agency of Saskatchewan for approval to operate the control structures, which requires confirmation that the intent is either maintaining the same DU operating procedures, or establishing new target water levels.

2.3

Data Collection

In addition to the past studies, the following additional documents and data were reviewed: • Intermunicipal Development Plan (Matrix Planning and G.T. Hofmann & Associates, 2008) • Official Community Plan (Crosby Hanna & Associates, 2012) • Comprehensive Growth Strategy (ISL Engineering & Land Services, 2013) • Servicing Assessment (ISL Engineering & Land Services, 2013) • City of Lloydminster GIS data of existing stormwater system • Cadastral • Elevation Data (LiDAR, Fugawi Canada Maps) • Aerial Photos • Rainfall Data • 2005 and 2012 pond water level measurements • Flood record history • Previous computer models (Associated Engineering and Urban Systems) • Neale-Edmunds Complex surrounding landowner list

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2.5

2.0 Background Information Stormwater Master Plan 2015

City of Lloydminster

In addition to this data provided by the City, Sameng surveyed culverts for information that was missing from the City’s database. Also, a field survey was completed of the lake outlet structures to gather elevations and document the structures.

2.4

Design Criteria

The City of Lloydminster Municipal Development Standards (2014) outlines the following: • The minor system consists of pipes, open channels, and watercourses that convey peak flows of a 5-year return period rainfall event. • The major system consists of surface flood paths, roadways, parkways, and watercourses that convey flows of a 100-year return period rainfall event. • Storage and detention facilities should be designed for the most critical rainfall event: 4-hour modified Chicago or 24-hour Huff distribution. The City of Edmonton also uses the 4-hour modified Chicago and the 24-hour Huff distributions design rainfall events for their stormwater system modeling and design. • Ponding depth should not exceed 35 cm. The City’s 1:5 year 4-hour design rainfall event, and the 1:100 year 4-hour and 24-hour design rainfall event were used to evaluate Lloydminster’s existing drainage system. For this project, we generally consider that an area may be at a high flood risk such that additional studies and drainage improvements may be required if: • there are historical records of stormwater flooding (such as in August 2005) in the area, especially if there were several flood reports in the same area; • the hydraulic results for the 1:100 year design rainfall events show more than 35 cm depth of stormwater ponding on the street, with higher priority for the greater ponding depths and for large ponding depths for the smaller rainfall events; • the surface ponding (1:100 year event) overflows onto private properties and reach buildings (this can happen for ponding depths less than 35 cm)

2.5

Stormwater Release Rate Review

The 2009 Storm Drainage Master Plan specifies 2.5 L/s/ha as the maximum discharge for land development in Lloydminster, with no justification. This value is not specified in the Municipal Development Standards. We recommend that the stormwater discharge from current and near-future developments within the current City boundaries be maintained at 2.5 L/s/ha as to avoid the current developers from requiring to redesign their drainage system and the size of their stormwater management facilities. This rate is already very rigorous and should be maintained for these developments.

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The release rate from future developments, both inside and outside of the City limits, including all future developments located within the future expansion boundary, should be controlled to a maximum of 1.5 L/s/ha. Justifications for reducing the release rate from 2.5 to 1.5 L/s/ha are as follows: • A recent drainage study completed by Sameng for the adjacent Blackfoot and Devonia basins (just west of City) suggests that the pre-development flows for the 1:100 year event are very low at approximately 1.65 L/s/ha. As there are no known studies that quantifies the pre-development flow rates for the Northwest Drainage Channel or other City basins, this rate should be applied to the City. • The culvert crossing the railroad along the Northwest Drainage Channel at the west end of the City controls the flows across the railroad at approximately 1.5 L/s/ha. Maintaining this stringent control for all external flows into the City (especially developments draining into the Northwest Drainage Channel) is recommended as to not decrease the level of service and the level of flood protection inside the City boundaries, and to avoid upgrading this crossing. • Most of the existing storm sewers in the City are already much surcharged even during a 1:5 year event. During a 1:100 year event, several areas will experience large street ponding which may results in floods due to major drainage issues and lack of capacity of the sewer system to convey the very large flows. Severally controlling the flow rates from future developments will mitigate the flood risks to existing developments due to future developments.

2.6

Rainfall Assessment

IDF Curves Sub-section 5.7 of Lloydminster’s Municipal Development Standards indicates that the 5-year frequency curve should be used for designing minor systems and the 100-year frequency curve should be used for major systems. These design frequencies are generally accepted requirements for storm drainage design. Sameng examined the Intensity-DurationFrequency (IDF) curves for Lloydminster and several other communities within its vicinity (North Battleford, Kindersly, Scott, Cold Lake, Coronation, Vegreville). These communities are located about 129 to 209 km from Lloydminster and have periods of record of 18 to 40 years (Table 2-2). In addition, IDF information for the larger cities in Alberta and Saskatchewan was also examined. Although further away, their frequency analyses are more robust as they are based on 48 to 64 years of data (Table 2-3).

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Table 2-2: Rainfall monitoring stations near Lloydminster Distance from

Direction from

Number of

Lloydminster (km)

Lloydminster

years

Coronation

166

1976 to 1993

Vegreville

136

1971 to 1994

Cold Lake

128

1966 to 2006

Kindersley

209

SSE

1966 to 2006

North Battleford

129

SEE

1975 to 2004

Scott

129

1961 to 1991

Municipality

Period

Table 2-3: Rainfall monitoring stations for major cities of Alberta and Saskatchewan Distance from

Direction from

Number of

Lloydminster (km)

Lloydminster

years

Edmonton

233

1914 to 1995

Calgary

372

1943 to 1998

Regina

486

1941 to 2004

Saskatoon

257

SEE

1926 to 1986

Municipality

Period

There is similarity for the 5-year values in the range of interest when designing minor systems (10 to 60 minutes) for both the local communities and the larger municipalities. Lloydminsterâ&#x20AC;&#x2122;s 5-year curve is based on 16 years of North Battleford data (1975 to 1990). Environment Canada has a more recent frequency analysis for North Battleford based on 30 years of data (1975 to 2004) and is very similar to the one in the current standards. At this stage, it is reasonable to accept and use Lloydminsterâ&#x20AC;&#x2122;s current 5-year IDF curve until more local and more historical data are available for further analysis (i.e. North Battleford data from 1975 to 2015).

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Even though the frequency analysis results for the local communities are consistent, due to the short periods of record, the predictions for the 100-year event values (used for designing major systems) could have some error of estimation. Although further away, the major communities (Edmonton, Calgary, Regina and Saskatoon) all have more than 50 years of data and indicate much higher values for the extreme rainfalls (e.g. averaging about 4.4 mm per hour for the 24-hour duration event where Lloydminster’s data indicates only 3.4 mm per hour—more than 20% lower). Additional analysis was carried out to make a better estimate of the 100-year event using the daily rainfall data acquired for Lloydminster. Over one hundred years of daily data for the period 1903 to 2014 were available. The results for the 100-year frequency rainfall event of 24 hours’ duration (4.57 mm per hour) is about 34% higher than currently indicated in the servicing standards. As a result, it is recommended that the 100-year IDF curve be replaced by the ones shown in Table 2-4 below until more local and more historical data are available for further analysis.

Table 2-4: City of Lloydminster IDF Curves Time (min)

Rainfall Intensity (mm/hr) 2-year

5-year

10-year

Current Municipal Standards 5 81.72 123.51 147.28 10 58.80 87.49 105.89 60 17.88 25.14 30.40 1440 (24 hours) 1.47 2.02 2.37 Proposed (using Table 2- parameters) 5 81.0 126 152 10 57.9 86.8 105 60 17.5 24.9 30.2 1440 (24 hours) 1.41 1.98 2.34

25-year

50-year

100-year

181.40 129.73 36.50 2.83

206.60 147.30 40.98 3.17

232.04 165.03 45.48 3.40

190 130 36.4 2.81

207 143 40.7 3.16

231 182 63.1 4.57

Note: Use equation below and parameters in Table 2- for intermediate values.

Parametric Representation of IDF Curves Rainfall intensities can be calculated using the following IDF curve equation:

I = a(t + c) b Where:

t ≥ 5 minutes I = rainfall intensity (mm/hr) t = duration of maximum period (minutes) a, b, c = parameters outlined in Table 2-

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This representation is useful for developing certain design storms. The Cityâ&#x20AC;&#x2122;s IDF curves are illustrated in Figure 2-1 and tabulated in Table B-1 of Appendix B. The values determined by the parametric equation are generally within 1% of the tabulated values. It should also be noted that for short rainfall duration (t â&#x2030;¤ 5 minutes), the parametric equations diverge and should not be used.

Table 2-5: IDF Curve Equation Parameters Return Frequency Parameters 2 yr

5 yr

10 yr

25 yr

50 yr

100 yr

"a"

512

718

913

1095

1230

2575

"b"

-0.81

-0.82

-0.87

"c" (min)

4.74

3.57

3.91

3.48

3.8

Note: The parameters a, b and c are determined from a 3-point curve fit (typically from 10 minutes through 1440 minutes).

1:100 Year 1:50 Year 1:25 Year 100

1:10 Year

Rainfall Intensity, mm/hr

1:5 Year 1:2 Year

1 0.1

Time, hours

Figure 2-1: IDF Curves for City of Lloydminster

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City of Lloydminster

Chicago and Huff Distribution Rainfalls Using the same methods that the City of Edmonton uses to create design rainfall distribution curves, unique curves for the City of Lloydminster were developed at five minute intervals for the 4-hour modified Chicago distribution, and fifteen minute intervals for the 24-hour Huff distribution. The City’s 4-hour modified Chicago distribution curves are illustrated in Figure 2-2 and tabulated in Table B-2 of Appendix B. The City’s 24-hour Huff distribution curves are illustrated in Figure 2-3 and tabulated in Table B-3 of Appendix B. In the previous Storm Drainage Master Plan (Associated Engineering, 2009), a 3-hour Chicago event based on North Battleford rainfall data was used. • The 3-hour 1:100 year Chicago event had a peak rainfall rate of 158.8 mm/hr, occurring at 65 minutes. The newly developed 4-hour design rainfall curve has a peak 1:100 year intensity of 138 mm/hr occurring at 80 minutes. • The 24-hour 1:100 year Huff event had a peak rainfall rate of 11.99 mm/hr, occurring at 210 minutes. The newly developed 24-hour design rainfall curve has a peak 1:100 year intensity of 16.1 mm/hr occurring at 210 minutes.

140 1:2 Year

130

1:5 Year

120

1:10 Year

110

1:25 Year 1:50 Year

RainfallRainfall, Intensity (mm/hr) mm

100

1:100 Year

90 80 70 60 50 40 30 20 10 0 0

Time, hours

Figure 2-2: 4-hour modified Chicago rainfall distribution for Lloydminster

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Rainfall Rainfall, Intensitymm (mm/hr)

17 16

1:2 Year

1:5 Year

1:10 Year

1:25 Year

1:50 Year

1:100 Year

10 9 8 7 6 5 4 3 2 1 0 0

Time, hours

Figure 2-3: 24-hour Huff rainfall distribution for Lloydminster

2.7

August 2005 Intense Rainfall Event and Floods

The City of Lloydminster experienced a severe rain event on August 24th, 2005. Approximately 100 mm of rain fell that day—the highest recorded daily rainfall in Lloydminster since 1913 (103.6 mm)—corresponding roughly to a 1:65 year event. This was the centre of a larger 3-day rainfall event which also included 17.4 mm of rainfall on August 23rd and 18.6 mm on August 25th. This event caused surface flooding in some areas of the City as well as 166 reported sewer backups in households and facilities, and at least 150 filed insurance claims (an indication of sewage backup). The City of Lloydminster mapped the reported sewer backups and the filed insurance claims that resulted from this storm event, which were likely caused by large stormwater ponding on the road surface and entering the wastewater sewer system. This information is shown on Figure 2-4. City staff surveyed water levels after the storm and identified four main flooded areas: Lake K, Lake V, the Northwest Drainage channel, and the East Drainage Channel. Figure 2-4 shows the location of documented flooding as provided by the City. Photographs of the event are provided in Appendix C. The following is a summary of these floods: •

Lake K overtopped its banks and flooded areas near 37th Avenue. The overflow of Lake K stopped during the night of August 25th. City staff noted that a considerable volume of water seeped through the berm around Lake K – this behaviour had been Sameng Inc.

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observed previously in the spring – this could be indicative of berm weakness and susceptibility to failure. •

The north banks of Lake V, which is part of the Northwest Drainage Channel, overtopped the road. Drainage ditches to the north conveyed this high volume of water out of the City. Area streets (51st Avenue and 62nd Street) to the north of Lake V also experienced localized surface flooding. After a review of sewer connectivity and LiDAR elevations, it was found that this local area is connected to Lake V via the sewers and is lower in elevation than the overflow from Lake V to the downstream ditches. Consequently, this area flooded when Lake V filled up with water. Flooding of this area is directly related with the capacity and performance of Lake V.

•

City staff reported that the Northwest Drainage Channel spilled over the 67th Street road crossing, east of 50th Avenue.

•

The East Drainage Channel also overtopped a 67th Street road crossing, east of 40th Avenue (at approximately 36th Avenue). City staff, after the rain event, noted the need for larger culverts on 67th Street.

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3.0 Existing Stormwater System Stormwater Master Plan 2015

3.0 3.1

City of Lloydminster

Existing Stormwater System Overview

This section provides a summary of the existing major drainage basins and drainage infrastructures in and surrounding the City including all stormwater management facilities. It is followed by a comprehensive description of the computer model construction process. This section is concluded by an assessment of the hydraulic results, including a description of the main drainage deficiencies and high flood risk areas.

3.2

Major Drainage Basins and Main Drainage Channels

A delineation of the major drainage basins in and surrounding the City of Lloydminster, as well as the basins tributary to the Neale Edmunds Stormwater Complex are shown in Figure 3-4. Area topography was used to delineate the drainage basins and identify the overland flow direction. The delineation was completed using LiDAR elevation data, air photos, Fugawi Canada Maps and other studies. Inside of the City Stormwater drainage in Lloydminster is generally to the northeast via two main drainage channels: the Northwest Drainage Channel and the East Drainage Channel. Most of the northwest portion of the City, including a large drainage basin located west of the City, flows into the Northwest Drainage Channel via sewers and ditches. This channel starts west of the City and enters the City just north of Highway 16. It flows northeast through the City, across several roads and railroads via culverts, through Lake V at the northeast end of the City, and terminating at the northwest corner of Neale Lake West. Figure 3-6 shows a plan and profile of the Northwest Drainage Channel. The City recently improved the Northwest Drainage Channel including channel regrading and crossing upgrades on the west side of the City. Most of the southeast portion of the City flows into the East Drainage Channel, a man-made channel flowing north along the northeast edge of the City. The East Drainage channel begins at Lake J inside the City, flows northeast into Lake N and continues its way north until it reaches the southwest corner of Neale Lake West. Figure 3-7 and Figure 3-8 show plans and profiles of the East Drainage Channel from Lake J to Neale Lake West. Outside of the City West of the City, approximately 2,500 ha of land from the County of Vermillion River #24 drains east into the Northwest Drainage Channel and through the City of Lloydminster. Part of the land to the southwest flows towards Bud Miller Lake which ultimately outlets into the East Drainage Channel. North of the City, drainage is generally to the east via swales and small watercourses and eventually confluences with the Northwest Drainage Channel just north of the City.

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South of the City, drainage is generally via swales and small watercourses flowing east into the South Drainage Channel (not an official name). This drainage basin is not tributary to the Neale Edmunds Complex and flows directly into Big Gully Creek just south of Highway 303 south of the Creekâ&#x20AC;&#x2122;s waterbody. The southernmost part of Lloydminster used to drain to the south. However, these lands were developed to flow north and discharge into the East Drainage Channel (via the storm sewer system). A pre-development basin delineation, shown in Figure 3-5, illustrates how much of the City used to flow into the South Drainage Channel. East of the City, drainage is generally to the northeast via swales and small watercourses that discharge into the Lakes of the Neale Edmunds Complex. It is likely that the east portion of Lloydminster used to drain into these swales and watercourses prior to being intercepted by the East Drainage Channel. The pre-development basin delineation, shown in Figure 3-5, illustrates which parts of the City used to flow directly into Neale Lake South and Lake 3.

3.3

Neale-Edmunds Stormwater Complex

A hydraulic study of the Neale-Edmunds Stormwater Complex was completed in 2013/14. Sections 2.2.3 and 2.2.4 of this report provides a summary of this study. Figure 3-9 gives an overview of the Complex which consists of 6 main waterbodies which are summarized in Table 3-1 below. It should be noted that the control structures can be adjusted to increase or decrease the water levels in the lakes, such that the normal water levels indicated on the table may not always be correct.

3.4

Stormwater Management Facilities

There are 17 stormwater management facilities in the City of Lloydminster as illustrated in Figure 3-10 and summarized in Table 3-1. A detailed summary of each facility is included under Appendix D. LiDAR data was used to estimate the stage-storage relationships. These stormwater management facilities (SWMF) were designed to hold large volumes of water during significant storm events, slowly releasing flow and returning to normal operating levels typically within a 24-hour period. Most facilities provide both quantity control and quality control. Most of the ponds are controlled by a pipe or culvert located immediately downstream of the pond. Very few of the SWMFs have their outflow controlled by a dedicated control structure such as an orifice or weir. The following is the main findings from the SWMF assessment: â&#x20AC;˘ One of the SWMF (Lake C) has its outflow controlled by a weir structure, one (Lake H) is controlled by an orifice, and one (Parkview Lake) has its stormwater pumped. The outflow from the other SWMFs is controlled only by the capacity of the downstream pipes or culverts.

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• Lake G or Bud Miller Lake is slightly undersized. During the new 100 year rainfall, the pond will overflow into the channel. Current simulation suggest that the pond`s high water level will be very close to the lowest floor elevation adjacent to the pond. • The HW 17 Pond is undersized and will need to overflow 50 Avenue to prevent flooding of adjacent developments. This should be investigated further and specific improvements made if necessary. • Lake N and Lake V are undersized. These have been noted and improvement recommendations made. • A number of lakes have adequate storage capacity however, their overflow points are higher than the surrounding development. No immediate is recommended however, the facilities are noted as Lake J, Lake C, Lake H, Lake L. • Lake K is too small and requires overflow to prevent flooding around the Lake. In its current state, this Lake`s overflow causes downstream problems. This has been noted and improvement recommendations made. • Most facilities provide significant stormwater quantity control with peak pipe inflow-tooutflow ratios ranging from 8:1 to 13:1. This has a significant impact on reducing surcharge in the downstream system and assist in reducing flood risks.

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3.3

Level (m)

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3.4

642.50 652.25 648.00 654.00 637.75 655.80 633.00 636.50 656.50 637.10 652.00 657.00

Jaycee Lake (Lake J) Lake C Lake D Lake H Lake K Lake L Lake N Lake V Lakeside Pond (Pond 5) Larsen Grove Multiplex Parkview Lake (Pond 1) 28,000 81,000

644.98

53,000

10,000

N/A

234,000

191,000

54,000

120,000

63,000

N/A

34,900

51,000

7,900

637.14

658.85

653.85

N/A

640.42

640.27

656.14

N/A

653.89

644.36

657.31

18,000

49,000

(m3)

Storage

615.00 614.80 614.65 611.70 610.05 609.25

Neale Lake West Neale Lake North Neale Lake South Lake 3

Edmunds Lake South

Edmunds Lake North

610.21

611.26

613.60

616.11

616.49

617.25

Building

265 (11 L/s/ha) 2,300 (18 L/s/ha)

649.50

637.60

661.00

655.20 N/A

640.50 160 (7.3 L/s/ha)

659.50

640.30

635.60

659.20

641.70

656.40

652.20

655.00

645.00

661.70

639.00

661.50

(m)

Elevation

Flooding

N/A

12,000

940

5,500

760

N/A

47,980 (1,100 from outlet) 6,380 (380 from outlet)

21,500

8,390 (490 from outlet)

8,000

N/A 1,100 (1.7 L/s/ha) 910 (0.59 L/s/ha) 650 (7.6 L/s/ha) 4,000 (2.0 L/s/ha) 3,100 (1.0 L/s/ha) 450 (9.6 L/s/ha)

9,700 (500 from outlet)

1,600 (43 L/s/ha) 2,300 (2.3 L/s/ha) 1,100 (7.3 L/s/ha)

N/A

180 (0.37 L/s/ha)

2,510

8,500 (300 from outlet) 8,200 (2,200 from outlet)

2,500

N/A

1,200

(L/s)

Outflow

Inflow (L/s)

Peak Pipe/Ditch

1:100 Year (from model) Live

Neale Edmunds Stormwater Complex (upstream to downstream)

Pond O

Pond 2

637.22

656.50

HW 1A

Dry - 633.00 (BTM) Dry - 643.22 (BTM)

657.88

638.35

HW 17 639.97

660.40

Bud Miller Lake (Lake G) 661.50

Water

Normal

City of Lloydminster (alphabetical)

SWMF Name

611.20

611.70

612.50

619.00

616.05

616.20

646.70

636.90

661.30

655.30

640.30

661.00

639.10

636.90

659.40

639.90

656.60

651.60

656.15

645.50

661.60

639.40

661.10

(m)

Point of Overflow

Outlet /

2m wide weir

1200mm culvert

1200mm pipe

375mm culvert

Pumped into channel going to Bud Miller Lake

375mm pipe

600mm pipe, 75mm orifice and 2.4m wide overflow weir Pumped into channel going to Lake K

1350mm pipe

1067mm pipe and 2.4m wide weir

675mm and 1200mm pipe

600mm culvert and 15m wide weir

1200mm pipe and 2.4m wide weir 548mm orifice with 2.4m wide weir at HWL 750mm pipe and 2.0m wide weir

Open Channel and 2x 1650mm culverts

1350mm pipe

Open channel and 900mm culvert

2x 300mm culverts

Structure

Control

3.0 Existing Stormwater System Stormwater Master Plan 2015 City of Lloydminster

Table 3-1 Stormwater Management Facility Summary

3.0 Existing Stormwater System Stormwater Master Plan 2015

3.5

City of Lloydminster

Stormwater Pipes

The Cityâ&#x20AC;&#x2122;s pipe network system consists of 110 km length of pipes. Figure 3-1 and Figure 3-2 are statistical charts showing the pipe diameters and pipe age distribution within the City. More than half of the pipes are 900 mm in diameter or less, with about 10% of the pipes larger than 1500 mm in diameter. About half of the pipes were installed in the last 25 years, with the oldest pipe installed in the 1960s.

40,000

37,216

35,000

Pipe Length (m)

30,000

25,691

25,000

20,764

20,000 13,872

15,000 10,000

4,809 5,000

3,978

1,932

1,330

865

0 Less than 300mm

300mm to <600mm

600mm to <900mm

900mm to 1200mm to 1500mm to 1800mm to 2100mm <1200mm <1500mm <1800mm <2100mm and Larger

Unknown

Pipe Diameter

Figure 3-1: Pipe Diameter Distribution Chart

35,000

32,171

Pipe Length (m)

30,000 23,456

25,000

22,729

20,000 15,000

13,640 9,358

10,000

7,093

5,000

2,011

0 1960-1969

1970-1979

1980-1989

1990-1999

2000-2009

Year of Installation

Figure 3-2: Pipe Age Distribution Chart

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2010-2014

UNKNOWN

3.0 Existing Stormwater System Stormwater Master Plan 2015

3.6

City of Lloydminster

Catchbasins

A preliminary catchbasin assessment was done based on the City’s drainage database description. There are 1,772 catchbasins currently installed all across the City and eight different cover types are recognized. Figure 3-3 shows the distribution of the various catchbasin cover types across the City. Most of the catchbasins in the City are of Type F36 (46%); followed by SK7 (25%) and F51 (13%).

900

806

Number of Catchbasins

800 700 600 443

500 400 300

226

200 100

134 23

0 DK7

F36

F36A

F38

F39s

F51

SK7

Unknown

Figure 3-3: Catchbasin Types in City of Lloydminster

The estimated catchbasin inflow rates were tabulated based on 150 mm, 300 mm, and 450 mm ponding depths for each type of cover; these values are displayed in Table 3-2. The total capacity of the 1,772 catchbasins is estimated at 364 m3/s at 450 mm of ponding, 282 m3/s at 300 mm of ponding, and 200 m3/s at 150 mm of ponding. Collectively, the catchbasins have capacity to collect the 5-year peak runoff rates throughout the City. The Lloydminster Municipal Development Standards specifies that catchbasins shall be spaced at a maximum of 120 m. Two residential areas were selected to review this spacing requirement for older neighbourhoods: • For the area north of 44 Street and south of C.N. Rail between 53 Avenue and 56 Avenue, the average spacing between catchbasin groups is 123 m which meets the standard. • In another neighbourhood located north of 31 Street and south of 36 Street between 52 Avenue and 55 Avenue, there are only 6 catchbasin groups along 2,160 m of roadways (one CB per 360m of road), showing a lack of catchbasins at that location.

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Table 3-2: Catchbasin Capacity Calculation

Cover Type

Number

Q450mm (L/s/CB)

Q300mm (L/s/CB)

Q150mm (L/s/CB)

Q450mm (m3/s)

Q300mm (m3/s)

Q150mm (m3/s)

DK7

449

367

257

10.3

8.4

5.9

F36 F36A

806 21

151 254

115 193

76 128

121.7 5.3

92.7 4.1

61.3 2.7

F38

164

154

107

12.3

11.6

8.1

F39s

134

181

141

24.3

18.9

13.2

F51 K7

226 26

365 225

298 183

211 129

82.5 5.9

67.3 4.8

47.7 3.4

SK7 Unknown

443 18

225 103

183 80

129 53

99.7 1.9

81.1 1.4

57.1 9.5

Total

1372

364

282

200

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3.0 Existing Stormwater System Stormwater Master Plan 2015

3.7

City of Lloydminster

Hydraulic Model

3.7.1

General

A comprehensive hydraulic model was constructed to evaluate the existing and proposed hydraulic conditions of the drainage system in the City of Lloydminster. The computer modeling for this project was built using DHI’s Mike Urban 2014 - Service Pack 3. The computer model is provided under Appendix E. The following provides an overview of the model construction methodology and the main modeling parameters. The constructed Mike Urban computer model integrates the minor and major storm drainage system of the City of Lloydminster, as well as all external and adjacent flows, and the Neale Edmunds Complex into a single model. The model was constructed such that the interactions between the minor system and the major system were accounted for. For example, in case of a surcharged pipe, it will not be possible for major system flows to enter the sewer system and it will have to flow downstream to the next CB or sag locations. Flows from that surcharged pipe would also be allowed to overflow onto the street and become part of the major drainage system. The resulting computer model provides a good representation of the existing major and minor drainage system interactions, and provides a very good understanding of the surface flows, surface ponding locations and major drainage issue, which is very important when modeling intense rainfall events. We trust that the model will provide accurate and realistic hydraulic results for this planning level of study. For future design phases, this model could be updated to include more details.

3.7.2

Network Model

Minor System • The sewer/piped system was constructed by importing the City’s stormwater infrastructure database (provided as a shapefile) which includes channels, pipes, culverts, manholes, catchbasins, and SWMFs. This database includes the infrastructure location, length, invert elevations and diameters. • All catchbasins and catchbasin leads were excluded from the model for the sake of model simplicity and efficiency; however, their location was taken into account in the construction of the model. • Duplicated and missing data records were found during the importing process such as missing manhole and pipe diameters and missing/incorrect invert elevations. When possible, as-built information was used to correct conflicting or missing information. In addition, Sameng surveyed major culverts, some manholes and pipes to complete important information. Sameng generally assumed the following to complement missing data: Unknown pipe diameters were typically assumed from the surrounding system; Unknown manhole diameters were assumed to be 1.0 or 1.2m.

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3.0 Existing Stormwater System Stormwater Master Plan 2015

City of Lloydminster

Unknown pipe slopes and inverts were assumed from the surrounding system while maintaining a 0.1% slope. • All sewer pipes were assigned a Manning’s n value of 0.015 to represent the higher friction associated with aged pipes and to account for debris and sediments in the pipes. CSP culverts were attributed a n value of 0.024. Open channels, ditches and watercourses have a n value of 0.03 or 0.05. • Manholes were given a head loss coefficient of Km=0.35 (Contraction HLC - Mean Energy Approach), all tees and other junctions with no manhole a Km=0.1 (Contraction HLC - Mean Energy Approach), all culverts inlets and pipe inlets a Km=0.5 (Total HLC Mean Energy Approach), and all culvert outlets and pipe outfalls a Km=1.0 (Total HLC Mean Energy Approach). Previous assessments conducted by Sameng confirmed that these head loss parameters correspond well with theory. Major System • The major drainage ‘surface’ model was constructed to provide a 1-D representation of the major drainage system. This includes all roadways, main open channels and watercourses, and overflow locations. The LiDAR elevation data was used for the construction of the major system. • Surface nodes were manually added at (or near) all local high and low ground elevations along the road centerline, as well as at all intersections and main bends. Surface nodes were also added at some walkways and overflow locations to properly represent major drainage flow paths. Additional surface nodes were added to have a maximum spacing of about 100m between each surface node. • Surface links connect the surface nodes together and represent drainage on all roads and major overflow points. Surface nodes and links were also used to represent ditches and main conveyance open channels. • Cross-sections were attributed to each surface links to represent the road/surface/open channel geometry. For the roads, a typical 8m wide road geometry was applied; the road cross-sections were extended on private properties to a width of about 24m. • All surface links representing roads were assigned a Manning’s n value of 0.017, and overflows over grassed surfaces were given an n value of 0.03. • Channel geometries for the main watercourses were either estimated from LIDAR data, or adopted from the Urban Systems’ model. • Where the watercourses reach a culvert crossing, surface links and nodes were added to allow the watercourse to overflow the road at the crossing and continue its way downstream. Surface overflows to all stormwater management facilities were also included.

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• LiDAR elevations were assigned to all surface nodes and links; they may have been adjusted manually on a case by case basis to ensure proper results and to account for surface features that may not have been properly picked up by LiDAR (e.g. curbs). Major – Minor System Integration • Surface nodes were generally connected to the storm manholes where catchbasins are physically connected into using “orifices”. All rectangular orifices were given a width of 7.4m and a height of 0.08m which corresponds to the depth-discharge relationships of about 2.5 DK7, two F51 or six f36 (2A) catchbasin covers. The orifices were generally sized as to not significantly overestimate or underestimate actual catchbasin capacities, while keeping the model simple. There was no differentiation between sag and flow-by catchbasins. At this planning level, this methodology was deemed be sufficient to identify major drainage issues. It should be noted that the catchbasin capacity was generally not the limiting factor for conveyance; the pipes were. • All sewer manholes were considered to have their cover as ‘sealed’ for modeling purposes. This was to prevent the computer model from automatically storing water at the manhole node when it is surcharged above grade. Instead, the surcharged sewer water will be forced to overflow to the ‘surface’ model via the established orifices (storm manholes at catchbasin locations). All tees and underground infrastructures with no manholes are also assigned as sealed. Stormwater Management Facilities • All known stormwater management facilities and their control structure (i.e. orifice or weir) were added to the model to account for storage. • The SWMF stage-storage curves were developed from the LiDAR contours and asbuilt drawings when available. • If the SWMF is a wet pond, the SWMF was constructed such that a Normal Water Level was provided. • All major drainage overflow from the surrounding system into the SWMF were included in the model. The main overflow from the SWMF to the downstream major system was also included. Neale Edmunds Stormwater Complex • The City’s XPSWMM model of the Neale Edmunds Stormwater Complex was converted into the MIKE URBAN format and linked to the City’s stormwater network model. • Due to model conversion incompatibility, some of the Complex parameters had to be manually entered or modified (e.g. culvert sizes, watercourses and waterbodies geometry, and control structures, runoff parameters).

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City of Lloydminster

• The stage-area-storage relationship of the facilities were updated based on LiDAR contour elevation. • The waterbodies of the Complex were modeled to include their Normal Water Level. • The geometry of the Complex open channels was adopted from the Urban Systems’ model. Others • Flows from the Northwest Drainage Channel, west of the City boundaries, were artificially controlled to 1.5 L/s/ha as to not overflow and surcharge the Northwest Drainage Channel within the study boundary. The culverts upstream of the City will provide a control of 1.5 L/s/ha and it is believed that there is sufficient amount of land upstream of that culvert that will flood prior to overflowing the culvert crossing. 3.7.3

Runoff Model

• Storm catchments were created for the entire City as follows: Large storm catchment areas were delineated manually to separate and better represent residential areas, commercial areas, industrial areas, institutional areas, major roadways, and parks. Catchments areas for undeveloped parts of the City were delineated based on LiDAR elevation maps. Sub-catchments were then automatically created by the computer model based on their proximity to local surface nodes, thus creating a storm catchment for each surface node. In residential areas, these catchments typically vary between 0.4 and 0.6 ha in area. The automatic delineations were manually adjusted (with the help of LiDAR) for large park spaces, commercial and industrial lots to provide the best surface drainage representation. The final delineations are deemed accurate enough to provide a good understanding of storm runoff flows. • All drainage catchments for the external areas that are tributary to the City or may have an impact on the City’s drainage system were also delineated with the help of LiDAR elevation maps. These areas were generally much larger in size. • The storm catchments imperviousness and perviousness values were input based on land use zoning and from observed impervious surfaces from air photos; they total 100% when summed. The following are typical imperviousness values used in the model: Commercial areas along main highways: 90% Most industrial areas: 80% Low-density residential areas: 50% Park spaces: about 5% Large underdeveloped areas, external undeveloped areas: 1%

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It should be noted that during the peak of the 1:100 year event, most of the rainfall falling in the study area will result in surface runoff, such that having precise imperviousness values for each catchment area is not necessary. • The storm catchments were connected to the major system ‘surface’ nodes (and not directly to the sewer system). Consequently, in the model, the stormwater can only enter the sewer system via the catchbasins, as it would happen in real life. This allows for a good understanding of minor-major system interactions, surface flows, actual sewer capacity utilization, maximum ponding depth, and ponding duration. • In some instances, such as for private developments with no available sewer information, the storm catchments were connected directly to the pipe system. • Kinematic Wave parameters (Horton’s parameters) used for the storm catchments were entered as per Table 3-3. • The length of each local catchment was calculated as L=sqrt(A/2) which is equivalent to a rectangle with a width of 2L and a length of L. • The slope of most catchments was estimated at about 10‰ (1%) which is typical for developed areas. For some of the larger external catchments, the average slope was determined from actual LiDAR elevations. • The storm runoff model ran using the Kinematic Wave (B) engine of Mike Urban. The storm runoff simulation file was used as a boundary conditions in the ‘network’ model.

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City of Lloydminster

Table 3-3: Kinematic Wave Parameters (Horton Parameters) for Storm Catchments Sanitary Catchments Impervious

Impervious

Pervious

Steep

Flat

Medium

0.05

0.74

2.5

Initial Losses Wetting 0.05 (mm) Storage (mm) Horton’s Infiltration Capacity Maximum (mm/hr) Minimum (mm/hr) Horton’s Exponent Wet Condition (/hr) Dry Condition (/hr) Manning’s Number Manning’s 59 Number

3.7.4

Storm Catchments

76.32 5.69

4.14 0.11

Simulated Rainfalls

• The City of Lloydminster design rainfall events presented in this report were modeled for this project. • The design rainfalls have their peak at 8AM (model time). The peak flows in the sewers is typically observed just after 8AM. • The following rainfall simulations were conducted and evaluated for this project: 5-year 4-hour design rainfall 100-year 4-hour design rainfall 100-year 24-hour design rainfall 3.8

Hydraulic Assessment of Existing Drainage System

The existing system was modeled under the 5-year and 100-year 4-hour (Chicago Distribution) and 100-year 24-hour (Huff Distribution) design rainfall events.

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City of Lloydminster

• Simulation results for the 5-year 4-hour event for the major and minor systems are shown in Figure 3-11 and Figure 3-12, respectively. • Simulation results for the 100-year 4-hour event for the major and minor systems are shown in Figure 3-13 and Figure 3-14, respectively. • Simulation results for the 100-year 24-hour event for the major and minor systems are shown in Figure 3-15 and Figure 3-16, respectively. For the minor system, it was decided to show two main hydraulic results on the figures. The pipes show the peak discharge vs. pipe capacity ratio, while the nodes (i.e. manholes, tees, inlets and outlets) show the surcharge depth below ground. These two piece of information or important to identify areas where the sewer system is not providing an adequate level of service. For the major system, it was decided to show the maximum ponding depths at the surface nodes, and the peak surface flows for the surface links. This way, an understanding of the surface flow paths and large ponding areas can be visually made. In addition, we delineated the surface ponding and flow depth results over the entire LiDAR surface to have a visual understanding of the approximate surface flood extent at several locations. This is represented by the 2-dimensional surface ponding delineation shown in the background. The results provided by this map are very useful but should not be considered precise and fully accurate in any way. For one, the delineations were post-processed from the surface ponding results at the surface nodes, meaning that the results were interpolated (spline interpolation) and they are less accurate for areas that are far from a surface node. The accuracy of this ponding map is proportional to the density of surface node, and is less accurate for steep areas. Therefore, the ponding depth map is typically more accurate for the residential areas, but is less accurate for the large commercial, industrial and park areas. It is also not as accurate for areas near watercourses or waterbodies (e.g. SWMF). The 2D ponding map is also in no way accurate for the undeveloped areas, even though the results may be shown on the figure. The following summarizes the performance of the drainage system for various events. Some of the high flood risk areas are explained in greater details in the proposed improvement Section 4.2 below. Hydraulic result Interpretation The following explains how to interpret the simulation results and how to properly identify drainage improvements. • Minor System: If the pipe color is green or blue, the pipe segment has adequate capacity to convey the peak flows during the event within pipefull (Qp < Qc). If the pipe is yellow, orange or red, the pipe is flowing over capacity during the peak flows (Qp > Qc) resulting in a hydraulic grade line increase upstream of that pipe segment. If a pipe segment is red, the peak flow in the pipe is more than twice its

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hydraulic capacity and often results in the sewer system being surcharged to grade not far upstream. If several consecutive pipes are surcharged, the upstream pipes can quickly become surcharge to ground. If a node is green, blue or yellow, there is likely no immediate concern. If the node is orange, the surcharge in the pipe is less than 1.5m below ground and would typically be a result of capacity restrictions downstream (or a shallow pipe). Contrary to sanitary sewer pipes, a surcharged storm sewer pipe is typically not a flood risk to the surrounding areas as homes are generally not connected directly to the storm sewer system. If the node is red, the storm system is surcharged to ground and has no more capacity during the peak of the rainfall event. In some low-lying areas, it is possible that the sewers even overflow onto the ground surface. Unless the node is surcharged to ground (i.e. red), the surface drainage at that location should be able to enter the sewer system without much issues. Low-lying areas and depressions with node surcharged to ground (i.e. red) would typically be at a higher risk of surface floods unless there is a proper major drainage system. In order to reduce surcharge at specific locations in the storm system, it is important to target downstream pipes that are flowing beyond capacity. Upgrading the red and orange pipes will have much greater impact on reducing sewer surcharge levels than upgrading a green or blue pipe. â&#x20AC;˘ Major System: Areas with more than 15cm of ponding/flow depth are typically of low risk to surface floods, but can cause significant sanitary manhole inflows if such a ponding depth is observed over a large area/distance. Areas with more than 35 cm of ponding are typically considered to be a risk of flooding to the surrounding areas including vehicles, homes and other buildings. Large ponding depths do not always result in flooding. In fact, a ponding depth of 15cm in some flat and poorly graded areas (typically the older areas) is often more problematic than a 35cm ponding depth in newer neighbourhoods that were likely designed with a proper major drainage system in mind. The simulation results show the peak surface flow rate at all surface links. Large surface flows will typically represent the main major drainage path and generally mean than the underground sewer system is too surcharged to convey this surface flow. It is desirable to maintain the peak surface flows to a minimum, and to ensure a proper location for this surface overflow to discharge into, such as a stormwater management facility or ditch. Major flooding areas are often located in depressions with large surface flows with lack of sewer capacity.

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City of Lloydminster

5-Year 4-Hour Event • Minor System Part of the storm sewer system is operating beyond capacity, while other areas are still providing an adequate level of service during this event. There are too many areas with surcharged pipes and nodes to list them all. The surcharged areas are widely spread throughout the City. Most of the pipes and culverts along the Northwest Drainage Channel west of 62 Avenue can convey the peak channel flows, while the pipes and culverts to the northwest are much surcharged. •

Major System There are very few areas with deep street ponding. However, some very localized depressions do show ponding depths in excess of 35cm. The delineation of the surface ponding and flow depths over the LiDAR surface seems to indicate that the older parts of the City (i.e. Central Business District, East-North-West Lloydminster) may have surface flood issues for very shallow flow depths as they have poor lot grading, while the newer neighbourhoods clearly show that the street ponding would generally remain within the road right-of-way. In most developed areas, the street flows are generally less than 100 L/s and the flow depths are generally below 15cm. In very few depressions, the ponding depths are observed to exceed 15cm and are typically less than 35cm deep. Flows in the Northwest Drainage Channel are estimated at about 1 m3/s at the upstream end of the City, around 7 m3/s at the Husky site, and about 14 m3/s just upstream of Lake V. Lake V significantly reduces flows downstream to about 3 m3/s. The flows are about 5.5 m3/s crossing 67 Street north of the City. None of the main City crossings should overflow during this event. Flows in the East Drainage Channel are estimated at 2 m3/s downstream of Lake J, 5 m3/s upstream of Lake K. Lake K significantly reduces the downstream flows such that they are less than 3 m3/s at Lake N. Downstream of Lake N, flows are also maintained at less than 3 m3/s. None of the main City crossings should overflow during this event.

100-Year 4-Hour Event • Minor System As anticipated for the 100-year 4-hour event, large majority of the sewer pipes are surcharged to grade or very close to grade as storm sewers are generally designed to convey the peak 1:5 year rainfall event. Some of the sewers in the newer developments are still not surcharged during this extreme event as their pipes are often oversized to service future developments. However, the downstream pipe segments in the older neighbourhoods are much surcharged.

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Most of the pipes and culverts along the Northwest Drainage Channel are flowing beyond capacity. •

Major System During such extreme event, the drainage system heavily relies on the major drainage system to convey the larger flows to a suitable location downstream. Several areas throughout the City are observed to have ponding depths in excess of 35cm. These large ponding depths are typically considered to pose high risk of surface flooding and basement flooding (via sanitary manhole inflow) to the surrounding area. The delineation of the surface ponding and flow depths over the LiDAR surface assists in determining the extent of flooding for the larger ponding depth areas and in assessing the potential flood risks. In some areas, the ponding extent poses flood risks to very few homes. However, in others, the ponding extends for a much larger area, and often poses flood risks to dozens of residences/businesses. In most developed areas, the street flows often exceed 500 L/s and in some areas, the street flows exceed 2,000 L/s and even 5,000 L/s as most of the rainfall runoff is conveyed on the ground surface as the pipes are full. Above 1,000 L/s, the flow depth is generally more than 15cm (the entire road width is under water), and at 2,000 L/s, the flow depth is around 25 cm. In several of the larger depressions, the ponding depths are observed to exceed 35 cm.

• Surface flows are generally conveyed for a long distance due to the lack of SWMFs to capture and retain the major drainage flows. These major drainage paths typically cross the older City neighbourhoods which are the most vulnerable. • Some of the large and deep ponding areas are easy to identify on the simulation results figure. They are: - Part of the developed portion of the Husky site (just south of the Northwest Drainage Channel) will flood due to capacity restriction of the culverts along the Northwest Drainage Channel. - A large portion of Hill Industrial will be under water due to very large surface flows coming from the currently undeveloped and uncontrolled lands to the west, especially along the 62 Avenue corridor. - The northwest part of Gelnn E. Nelson Industrial Park is a very high risk of flooding due to large Northwest Drainage Channel flows exceeding the culverts capacity, and needing to overflow the main roads (e.g. Highway 17), which are higher than the surrounding lands to the west. Ponding depths exceeding 1.0m are expected at several locations. - There will be very large surface flows through North Lloydminster towards the Channel, flooding some low-lying areas along the way. - There is a very large depression along the north edge of the Central Business District, where ponding depths in excess of 60cm is anticipated at several

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locations. This is because the railroad tracks are higher than the lands to the south. Major drainage from that area is to the north, across the railroad and towards the Northwest Drainage Channel. Very large surface flows coming from the south are anticipated to reach this large depression, and flood several flat areas along the way. - In northeast Wallacefield, a large depression threatens to flood several homes due to poor major drainage out of the area. Large surface flows (>3m3/s) are anticipated to reach this depression. - Several low-lying areas both north and south of 36 Street are anticipated to flood due to the extreme surcharge in the storm trunk, preventing water from these adjacent neighbourhoods from entering into the sewer system. - Large depressions on the east side of Southridge threaten to flood several homes and businesses. - Larsen Grove will receive very large surface flows (> 5m3/s) from across Highway 17. This water will make its way through the residential areas and continue its way west and northwest. - The newly constructed portion of Larsen Grove is shown to be at a very high risk of surface flooding, largely due in part by very large surface flows coming from the west, and the fact that the SWMF is currently being pumped (no gravity sewer or proper overflow). - Four large depressions in Colonial Park are expected to have ponding depths in excess of 70 cm at the deepest points, causing very large flood risks to the adjacent homes. - A large industrial area along the East Drainage Channel, north of Lake K and south of Lake N, are anticipated to flood due to capacity issues with the main crossings, and the lack of proper overflow of these crossings. - East Lloydminster will see a large amount of surface flows in its street flowing northeast and flooding several low-lying homes along the way. Flows in the Northwest Drainage Channel are estimated at about 4.5 m3/s at the upstream end of the City, around 22 m3/s at the Husky site, and about 39 m3/s just upstream of Lake V. Lake V does not have sufficient capacity to properly buffer the peak flows going north; Lake V will overflow 62 Street and the downstream Channel will see 11 m3/s (east of Highway 17) and 14 m3/s (east of Highway 17) flowing north to 67 Street. The flows are about 43 m3/s crossing 67 Street north of the City. Almost all of the main City crossings will overflow during this event, flooding the Husky site and the Gelnn E. Nelson Industrial Park in the process. Flows in the East Drainage Channel are estimated at 5 m3/s downstream of Lake J, and 10 m3/s upstream of Lake K. Lake K is not large enough to properly buffer the peak flows downstream; it will overflow the road to the north and flood part of Wigfield Industrial in the process. Flows of 11 m3/s are expected in the downstream

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channel, almost 19 m3/s by the time it reaches Neale Lake West. Several of the main crossing will overflow during this event, only downstream of Lake K. • By comparing the major system simulation results for the 1:100 year 4-hour rainfall event with the 2005 flood reports, a correlation can be observed between areas of large ponding depths and large street flows and the flood reports. Flooding of these properties could have been directly caused by the large ponding depths entering through window wells, basement cracks, or even flooding parked vehicles on the street. Also, large amount of stormwater ponding or flowing on the streets can enter the sanitary system through manhole covers, causing sanitary backups in basements. This confirms some of the observations from the hydraulic modeling results. 100-Year 24-Hour Event • Minor System Most of the storm sewer system can convey the peak 100-year 24-hour design rainfall event without surcharge. However, several pipes are shown to be surcharged during this event; these should be the first pipes to be upgraded. Most of the capacity issues are observed in the older areas of the City (east). • Major System Since most of the sewer system has capacity to convey the peak flows, there is very little surface flows, and very little surface ponding. Therefore, there should be few surface flood risks. The ponding and flow depths are typically similar or smaller than for the 5-year 4-hour event. Near the main drainage channels, the flood risks are still very high and similar to the 100-year 4-hour simulation results. Of note for the North Drainage Channel, the Husky site and the area north of Lake V is still at a high flood risk. Along the East Drainage Channel, the industrial area north of Lake K and around Lake N is also at risk of flooding. Flows in the Northwest Drainage Channel are estimated at about 2.7 m3/s at the upstream end of the City, around 12 m3/s at the Husky site, and about 20 m3/s just upstream of Lake V. Lake V does not have sufficient capacity to properly buffer the peak flows going north; Lake V will overflow 62 Street and the downstream Channel will see 4 m3/s (east of Highway 17) and 14 m3/s (east of Highway 17) flowing north to 67 Street. The flows are about 28 m3/s crossing 67 Street north of the City. Almost all of the main City crossings downstream of 62 Avenue will overflow during this event, flooding the Husky site and the Gelnn E. Nelson Industrial Park in the process. Flows in the East Drainage Channel are estimated at 5 m3/s downstream of Lake J, and 9 m3/s upstream of Lake K. Lake K is not large enough to properly buffer the peak flows downstream; it will overflow the road to the north and flood part of Wigfield Industrial in the process. Flows of 10 m3/s are expected in the downstream

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channel, about 11 m3/s by the time it reaches Neale Lake West. Several of the main crossing will overflow during this event, only downstream of Lake K.

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

4.0 4.1

City of Lloydminster

Drainage Improvement Plan to Existing System Overview

Following an understanding of the main drainage issues and flood risks to the existing developments presented in Section 3.0, this section provides a number of conceptual drainage improvements that will reduce flood risks to currently developed areas in the City. It also assesses the impact of these improvements on the existing stormwater management facilities, and is concluded by cost estimates.

4.2

Recommended Improvements to Existing System

By analyzing the locations of historical flood reports and where the computer model indicates significant surface ponding depths, potential solutions for improving drainage were investigated. The proposed major improvements are shown in Figure 4-1 and explained in further details below. There are a number of very localized area throughout the City of Lloydminster that have a high risk of flooding during very intense rainfall events due to surface ponding. We did not investigate options to alleviate surface ponding in all of these areas due to their local nature. These areas require more specific investigation than what is possible at the Master Plan level. Nevertheless, improvements have been identified for some of these local areas if we considered that the ponding extent was significant enough, if several flood complaints were reported for the area, and/or if a simplistic solution could be identified for a reasonable cost. For developed areas, stormwater induced flood risks typically fall in two categories: • Large surface ponding depths flooding vehicles on the street or homes. • Large surface ponding and flows entering the sanitary sewer system via the manhole covers, flooding the local area via sewer backups. Recommended improvement concepts to reduce flood risks due to stormwater-related event in developed areas are generally as follows: •

Improve the storm sewer system to provide a larger level of service in order to reduce surcharge in the sewer pipes. In several cases, it is necessary to size the pipes to convey the peak 1:100 year flow events.

•

Construct stormwater management facilities (often dry surge ponds) in currently grassed lands or mostly undeveloped lands. These ponds would reduce the surcharge depths in the storm sewer system by providing temporary storage capacity; the stored water in these facilities would drain back by gravity into the sewer system once there is capacity. Such facility could be designed as sport fields or as a landscaping feature, and would typically only see water every five or more years (during very intense rainfalls).

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4.1

4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

City of Lloydminster

•

Regrade the ground surface to provide a suitable major drainage overflow for the area. This is often hard to achieve for currently developed areas as it may not be possible to significantly modify the road elevations.

•

Sanitary manhole sealing.

The following proposed improvements were evaluated for their effectiveness with the computer model by simulating the 1:100 year 4-hour design rainfall event, which is the event that results in the largest flood risks. Simulation results are shown in Figure 4-4 (major system) and Figure 4-5 (minor system), and generally indicate significant flood risk reduction. The following provides a summary of the recommended improvements. 1. Northwest Drainage Channel - $3,786,000 • During the 1:100 year rainfall events (4-hour and 24-hour), it was found that several culvert crossings in the City will not be able to convey all of the flows from the Northwest Drainage Channel downstream. This excess flow will be trapped upstream of the culverts and accumulate. Eventually, this water is anticipated to overflow the culvert crossings. In several instances, the large amount of water trapped upstream of the culvert crossings will cause widespread flooding in adjacent areas prior to overflowing the crossing. This mostly includes culvert crossings at the Husky site including the downstream railroad crossing and the crossings downstream of Lake V (at 62 Street and 67 Street – they overflowed and caused flooding in 2005). It should be noted that most of the stormwater in the Channel will come from the City’s outfalls (mostly uncontrolled), such that controlling external flows into the City will not be sufficient to prevent floods. • It is recommended to increase the conveyance capacity of the channel and culvert crossings at specific locations in the Northwest Drainage Channel to reduce flood risks at the Husky site and the Lake V area. This can be accomplished by the following actions (see Figure 4-2 for plan and profile of improvements): a. Replace existing culverts with larger capacity steel arch spans (5m span x 2m rise) for railway and road crossings near the Husky site. These culverts should be designed to convey the peak 1:100 year event flows without overflows, and should prevent the Husky site from flooding. b. Reshape the channel downstream of Lake V from 62 Street to 67 Street to ensure proper capacity within the banks of the channel. c. Upgrade culverts downstream of Lake V including at the 62 Street and Highway 17 intersection and at 67 Street. These culverts should be designed to convey the peak 1:100 year event flows. These should prevent Lake V from flooding the area, and should prevent the Channel from overflowing the culvert crossings.

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

City of Lloydminster

d. Upgrade culvert east (downstream) of HW 17 SWMF (south of 67 Street) to reduce flood risks west of Highway 17.

2. East Drainage Channel - $493,000 • The Larsen Grove SWMF, recently constructed in a new residential subdivision, is located just west of 40 Avenue and south of 44 Street. It does not have a gravity outlet to Lake K as its normal water level is lower than the adjacent conveyance channel; it currently has to be pumped down. Furthermore, a culvert at 40 Avenue and 36 Street may cause flow restrictions during very intense rainfalls which may lead to flooding of private properties southwest of the intersection. Also, Lake K overflowed during the intense 2005 event and resulting in flooding to areas north of the facility. • It is recommended to improve conveyance capacity of the East Drainage Channel and to the Lake K storage to reduce flood risks in the area, and provide an outlet to Larsen Grove. The components of this improvement are (see Figure 4-3 for plan and profile of improvements): a. Excavate the East Drainage Channel between 36 Street and Lake K such that the channel is lowered by up to 1.5m along its length. This will allow the drainage of the Larsen Grove SWMF into Lake K by gravity. b. Replace 1800mm culvert between Lake J and Lake K at 40 Avenue with 2400mm culvert, upgrade the 600mm culvert just north (downstream) of Lake K with 1650mm culvert, and upgrade the 1067mm culvert at the outlet of Lake N with 1800mm culvert. c. Lower the normal water level (NWL) of Lake K from 637.75m to 635.35m by lowering and upgrading the culvert just north (downstream) of Lake K (as well as the weir). Lowering the water level of Lake K will also increase its capacity, prevent it from overflowing the roads to the north, and allow the servicing of low-lying lands to the south. Lake K could also be increased in size. 3. Hill Industrial Improvements - $338,000 • Simulation results have shown large ponding depths with potential to flood local areas in the Hill Industrial area to the northwest of the City. Some of the identified depression areas are at 62 Avenue and 56 Street and at 62 Avenue near 62 Street. • Large flows in the Northwest Drainage Channel may overflow the pipe/culvert crossing at 62 Avenue. Due to the current road profile and geometry, this Channel overflow would actually flow north on 62 Avenue, then east on 52 Street and into the Husky site, instead of flowing immediately back into the Channel just northeast of the 62 Avenue and 52 Street intersection, therefore flooding the Husky site. • It is recommended to reduce the surface ponding and flood risks in the area by providing alternate overland drainage routes. Components of this improvement concept include:

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

City of Lloydminster

a. Provide adequate overland flow paths for surface drainage for 62 Avenue at 62 Street and 62 Avenue near 56 Street. However, the most important improvement concept for this area is to ensure that all future developments have on site retention to reduce minor and major drainage flows to the local sewer system and into these depressions. Most of the runoff reaching these depressions in the computer model actually come from the undeveloped lands to the west. b. Regrade 52 Street to have a high point just east of the 62 Avenue intersection, forcing all overflow from the Northwest Drainage Channel to return into the Channel at that intersection instead of flowing east along 52 Street and flooding the Husky site. • The most important improvement concept for this area is to ensure that all future developments control their release rate into the local sewer system in order to reduce street flows and ponding depths in these local areas. Most of the runoff reaching these depressions in the computer model actually come from the undeveloped lands to the west. 4. West Lloydminster/Central Business District - $21,952,000 • The Central Business District is located just south of a raised railroad crossing the area from east-to-west, blocking major drainage flows from naturally flowing north towards the Northwest Drainage Channel. Most major drainage from the area southwest of the Business District would flow towards this District during intense rainfall events as the storm sewers won’t be able to handle such large volumes of water (in excess of 4 m3/s at the peak of the storm). Simulation results indicate that this large amount of surface drainage would eventually overflow the railroad during a 100-year rainfall event, but would first cause substantial surface flooding in the Business District. A few local businesses in the District reported flooding in 2005 near the largest depressions. • It is recommended to alleviate surface ponding and flood risk south of the railway in the Central Business District by capturing the peak 100-year rainfall runoff flows in the area and conveying this flow to a suitable outlet. As a proper major drainage system cannot be achieved (due to the railroad), this flow will have to be conveyed by a sewer system. This concept includes: a. Install large capacity catchbasins at large depressions in Central Business District, south of the railway. This includes areas north and south of 51 Street from 52 to 54 Avenue. b. Install a 1800mm to 2700mm diameter storm trunk from these catchbasins to a drainage ditch located south of the Golf & Country Club. This pipe would need to be quite shallow due to current outlet ditch topography. The proposed alignment is east on 51 Street, north on 49 Avenue and east on 54 Street.

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

City of Lloydminster

Also, excavate/lower drainage ditch from storm pipe outlet to existing ditch (about 2m lower). c. Interconnect the new storm trunk with existing storm sewers in the area to help relieve surcharge in the adjacent sewer systems. This includes the 1200mm pipe on 53 Avenue and the 1050mm pipe on 49 Avenue. 5. Larsen Grove - $1,248,000 • Simulation results indicate that a significant amount of storm runoff (in excess of 4 m3/s coming from the southwest) will reach the Larsen Grove area – at 47 Avenue and 41 Street – via major drainage during intense storm rainfalls due to topography. This water will naturally flow through the greenspace east of 47 Avenue, flood that area, and make its way onto Highway 16 and north on 46 Avenue in East Lloydminster, potentially flooding other areas east of the City. Also, a large amount of major drainage flows would accumulate to the south of that park space at 39 Street and 46 Avenue, potentially flooding homes in this area, and areas east of the City. There have been several flood reports in the surrounding residential areas in 2005 including Larsen Grove and East Lloydminster; such widespread flooding may have been caused by sanitary manhole inflow due to the large amount of stormwater flowing onto the road surface. • The proposed improvements to reduce flood risks in the area are as follows: a. Construct a stormwater management facility in the existing green space near the Weaver Park Campground (just east of 47 Avenue). This could be a dry surge pond. This facility would intercept major drainage flows from surrounding areas and release it downstream at a lower rate to reduce flood risks in the downstream system. In the computer model, a facility with a surface area of about 0.8 ha (at top of facility) with the bottom at 642.00m, could store about 12,300 m3 of water at a maximum depth of 2.4m b. Install large capacity catchbasins on Highway 16 to capture all major drainage flows on that road and prevent it from continuing to flow northeast into East Lloydminster. c. Install 600mm storm pipes to connect the proposed SWMF and the new catchbasins with the existing storm sewer system. This would also provide sewer relief to the adjacent sewer system (surcharged sewers would flow into the proposed SWMF). d. Provide major drainage paths to the proposed SWMF from 46 Avenue north of 39 Street, to reduce ponding depths at that location and prevent surface flows from continuing to flow east and flooding these areas. 6. Colonial Park/ Southridge - $19,722,000 • During intense rainfall, a significant amount of surface ponding is anticipated at several local depressions in Colonial Park and in Southridge. This ponding would likely result

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

City of Lloydminster

in the flooding of several vehicles and homes due to its large flood extent and ponding depths. This severe ponding is mostly a result of the significantly surcharged large diameter trunk on 36 Street which cannot accept any more storm runoff from these downstream areas as it is already surcharged to grade due to flows from the upstream areas, and also due to poor/lack of a major drainage system in the area. Several homes located near these large depressions have reported flooding in 2005. • To reduce flood risks in these local areas, several improvements are recommended. It should be noted that reducing flood risks in Colonial Park will be more cost-benefiting than Southridge due to its proximity to a suitable outlet. Constructing this downstream portion first also offers more stageability. The proposed pipes could be smaller if they do not service Southridge. a. Install a large diameter storm pipe starting at a depression located at 52 Avenue and 41 Street (in Southridge), south along 52 Avenue, east along 36 Street, through Colonial Park via local roads (47 Avenue, 32 Street, 45 Avenue), and connected to Lake J via a new outlet. On 36 Street, this pipe could be oversized and interconnected with the 36 Street storm trunk to reduce surcharge and flood risks in other upstream and adjacent areas. Also add a local storm pipe on 48 Avenue from the depression connecting to this new trunk. b. Install large capacity catchbasins at the Southridge depression (52 Avenue and 41 Street), and other large depressions as required. c. Regrade roads in Southridge (52 Avenue) and Colonial Park (on 46 and 47 Avenue just north of 49 Street) to prevent large surface drainage flows from other areas from reaching the local depressions, and redirect them to a more suitable location (east along 39 Street in Southridge and east towards an overflow to Jaycee Lake (Lake J) in Colonial Park). The regrade concept would be to create an artificial high point on the road by raising the road surface by an estimated 20cm. 7. Wallacefield - $4,110,000 • Deep local ponding areas are anticipated during intense rainfall events at two main locations in Wallacefield due to a lack of capacity in the storm sewer system (too much flows coming from upstream preventing local storm runoff from entering the sewer system) and a poor major drainage system (deep local depressions). This may result in flooding of several vehicles and homes in the area. A few floods were reported in this area in 2005, although most of the at risk areas of the neighbourhood were not yet constructed in 2005. • This improvement will alleviate surface ponding by providing alternative drainage pathways from surface depressions through new storm pipes, road regrading, and overland flow paths. The following components are included:

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

City of Lloydminster

a. Install 1500mm storm pipe and catchbasin upgrades on 49 Avenue, to drain water south to a drainage ditch. The pipe is sized to convey the peak 100-year event. This stormwater should ultimately flow into a SWMF constructed in a future development to the south. b. Install 1200mm storm pipe on 24 Street at 46 Avenue from the local depression in the area into a future SWMF to the east. The pipe is sized to convey the peak 100-year event. This improvement concept was not modeled. c. Regrade the road on 20 Street (between 46 and 47 Avenue) to prevent surface flow (flowing south on 47 Avenue) from getting to the local depressions on 46 Avenue, and redirect it to a future SWMF to the east via a proper major drainage system overflow along 19 Street. 8. Steele Heights - $2,514,000 â&#x20AC;˘ A large amount of stormwater is anticipated to flow on the ground surface along 31 Street flowing west during intense rainfalls. Part of this surface water will contribute in creating large ponding depths at depressions, and increased flood risks along the way including at the 35 Street and 55A Avenue intersection. This would also result in increased inflow in sanitary manholes in the area. This major drainage flow would eventually end up in the west ditch of 50 Avenue. Several homes in the neighbourhood have reported flooding in 2005, some of which were close to areas of large depression or large street flows. â&#x20AC;˘ The following is recommended to reduce flood risks in the area.: a. Construct stormwater management facility in Rendell Park (dry surge pond). It should be noted that this pond could also reduce surcharge in the 36 Street trunk and provide benefits to a larger area (such as local depressions on 35 Street near 54 Avenue). In the computer model, a facility with a surface area of about 2.1 ha (at top of facility) with the bottom at 656.30m, could store about 8,700 m3 of water at a maximum depth of 0.5m. b. Install storm pipes connecting the new facility to surrounding storm sewer pipes to reduce surcharge in the local sewer system and provide an outflow to the SWMF. Add large capacity catchbasins to capture and convey the major drainage flows to the new facility, and prevent this flow from continuing to flow downhill via the road surface. c. Lower the elevation of the walkway along 29 Street from 55a Avenue to 55 Avenue to provide slope from west-to-east (there is currently a high point in between the two roads). This will reduce the maximum ponding depths in the crescent, especially at the deepest point located near 30 Street and 55B Avenue.

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

City of Lloydminster

d. The ground on the north side of Lake H should be regraded to ensure that all major drainage flows on 27 Street overflows into the facility. 9. College Park - $2,864,000 â&#x20AC;˘ A few local depressions in College Park are anticipated to see more than 35cm of ponding during an intense rainfall event, with the potential to flood several homes. The cause of this flooding is generally due to a poor major drainage system, and significantly surcharged storm sewer trunks in the area. Areas to the north of the neighbourhood, where improvements are recommended, have experienced floods in 2005. a. To the northwest of College Park, a dry surge pond could be constructed in an existing small park located south of 24 Street and east of 58 Avenue. This would also require the installation of few storm sewer pipes to connect with the existing sewer system. This would reduce ponding depths in the area and reduce flood risks. In the computer model, a facility with a surface area of about 0.6 ha (at top of facility) with the bottom at 656.30m (about 2.5m below existing ground), could store about 2,800 m3 of water at a maximum depth of 0.7m. b. To the northeast of College Park, surface drainage is generally to the northeast. A 1050mm to 1200mm diameter storm sewer pipe is recommended to be installed along 52 Avenue from 22 Street to 18 Street, interconnecting with the existing local storm sewers; this should reduce ponding depths to the northeast of the subdivision. An overflow to the existing Lake C is also recommended to ensure that all major drainage flows go into the SWMF. Additional Comments â&#x20AC;˘ Although Bud Miller Lakeâ&#x20AC;&#x2122;s 1:100 year water level is anticipated to flood homes, no improvement concepts were recommended in this section. The main reason is that our model assumed that most of the land to the west of the Lake would flow into the Lake. The Stormwater Master Plan for the future development areas recommend that drainage from these west areas be diverted either north or south; meaning that this very large drainage area would not flow into Bud Miller Lake anymore. As such, the flood risks around the Lake should be reduced/eliminated.

4.3

Stormwater Management Facilities

Four of the stormwater management facilities were identified to be currently at a high risk of flooding property during the 1:100 year storm events. They are: Bud Miller Lake, Lake V, Lake K, and Lake N. After the inclusion of the proposed improvements (described above):

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

•

City of Lloydminster

Lake K and Lake N no longer risk flooding buildings during a 1:100 year event.

• The proposed improvements will decrease Lake V’s high water level however property flooding is still possible (although the maximum water level is below the level that would flood buildings). • Bud Miller Lake’s high water level will remain relatively the same after the proposed improvements as no improvements to the existing system were recommended in that area. However, it is a long-term plan to divert Parkview Lake from Bud Miller Lake to the Lakeside Pond, which should reduce the 1:100 year water level of Bud Miller Lake. This concept is explained in Section 5.3 under Area E; the impact of this diversion on Bud Miller Lake was not modeled. Several stormwater management facilities seem to have additional storage capacity during the 1:100 year event. It may be possible to utilize that additional capacity to improve surcharge in the downstream system. According to the City’s Municipal Design Standards, “the pond shall be sized such that there will be storage for a 1:100 year storm event plus adequate freeboard to contain the maximum historical event and such shall be contained within a maximum water depth fluctuation of 1.5 m above the normal water level”. It should be noted that although a maximum live storage depth of 1.5m is targeted, it may be possible to store even more water by allowing the target storage depth to increase, as long as the surrounding homes and buildings are not threatened to flood. The following provides our recommendation regarding each SWMF. • Lake C could have an additional 1.1 m of water stored prior to flooding buildings during a 1:100 year event. However, as Lake C’s overflow elevation is higher than the building flood elevation, as well the storage depth is already exceeding 1.5m, and there is only 0.1 m of live storage depth (+1.0 freeboard) remaining, it is not recommended to modify Lake C to provide additional storage, due to the potential increase in flood risks to the surrounding homes/buildings. Also, a substantial amount of water flows into the SWMF from the outlet, such that adding a control structure may reduce the effectiveness of this necessary backflow. Note: After the proposed improvements are implemented, Lake C may see its 1:100 year water level rise by 0.11m, which should be acceptable. • Lake L could have an additional 1.3 m of water stored prior to flooding buildings during a 1:100 year event. However, as Lake L’s overflow elevation is higher than the building flood elevation and, the storage depth is already exceeding 1.5m, and there is only 0.3 m of live storage depth (+1.0 freeboard) remaining, it is not recommended to modify Lake L to provide additional storage, due to the potential increase in flood risks to the surrounding homes/buildings. Also, a substantial amount of water flows into the SWMF from the outlet, such that adding a control structure may reduce the effectiveness of this necessary backflow.

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

City of Lloydminster

Table 4-1: Impact of Proposed Improvements on Existing SWMFs

SWMF Name

Bud Miller Lake (Lake G) HWY 17 HW 1A Jaycee Lake (Lake J) Lake C Lake D Lake H Lake K Lake L Lake N Lake V Lakeside Pond (Pond 5) Larsen Grove Multiplex Parkview Lake (Pond 1) Pond 2 Pond O

Normal Water Level

1:100 Year (from model) Water Level Existing

With Improvements

Water Level Change

(m)

660.52

661.50

638.35 656.50

639.97 657.31

638.90 657.31

-1.07 0

642.50

644.36

645.00

+0.64

652.25 648.00 654.00 637.75 655.80 633.00 636.50

653.89 N/A 656.14 640.27 657.88 637.22 640.42

654.00 N/A 656.00 639.08 657.82 635.00 639.33

+0.11 N/A -0.14 -1.19 -0.06 -2.22 -1.09

656.50

N/A

637.10 652.00

N/A 653.85

N/A 653.58

N/A -0.27

657.00

658.85

663.00 643.22

637.14 644.98

637.15 644.80

+0.01 -0.18

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4.0 Drainage Improvement Plan to Existing System Stormwater Master Plan 2015

4.4

City of Lloydminster

Cost Estimates

Table 4-2 summarizes the estimated costs of the proposed stormwater improvements to the existing drainage system. Detailed cost estimates are included in Appendix F. The estimated cost for all of the proposed improvements is $57,027,000 (including 50% contingency).

Table 4-2: Cost Estimate Summary of Proposed Improvements

Location

Cost (incl. 50% contingency)

Northwest Drainage Channel

$ 3,787,000

East Drainage Channel

495,000

Hill Industrial

338,000

West Lloydminster/Central Business District

$ 21,953,000

Larsen Grove

$ 1,248,000

Colonial Park/ Southridge

$ 19,723,000

Wallacefield

$ 4,110,000

Steele Heights

$ 2,514,000

College Park

$ 2,865,000

Improvement ID

Total

$ 57,033,000

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5.0 Stormwater Master Plan for Future Developments Stormwater Master Plan 2015

5.0 5.1

City of Lloydminster

Stormwater Master Plan for Future Developments Overview

This section provides an overview of the stormwater master plan as it relates to future developments. The first topic is a summary of consultations with local developers, followed by a summary of the master plan recommendations for the future development areas and is concluded with cost estimates.

5.2

Stakeholder Consultations

Over a period of two days, Sameng and City staff met with local developers to discuss the Stormwater Master Plan and future land development plans for Lloydminster. On April 9th, 2015, the City of Lloydminster and Sameng met with Husky. On April 10th, 2015, the City of Lloydminster and Sameng met with Select Engineering Consultants Ltd. (the City’s consultant), Lamont Development Inc., Brentwood Developments, Musgrave Agencies Ltd., and Watt Consulting Group. Little Pine Business Developments was contacted to meet but was not available. Minutes from these meetings are provided under Appendix A. Figure 5-1 shows lands that developers own within the current city boundary. Some of the developers provided plans for our use in the development of this Stormwater Master Plan; these plans are attached in Appendix G for information purposes. Husky Husky owns about 300 ha of land in the City, most of which is located to the northwest of the City. Sameng shared with Husky some concerns regarding the Northwest Drainage Channel which flows through Husky’s lands. Modeling results show that the currently developed Husky site could flood during the 1:100 year event due to high water levels in the Channel. Husky staff were concerned since the extent of flooding would affect operation of the site. After the meeting, Sameng continued the investigation of the area for flood risk and prepared recommendations to improve drainage in this area. They are primarily the culvert crossing upgrades near the Husky site as summarized in Section 4.2 (Improvement 1). City of Lloydminster The City of Lloydminster owns several pieces of land throughout the City, including most of the northeast corner. The City of Lloydminster’s consultant for their developments, Select Engineering Consultants Ltd., joined us for this meeting. They shared their plans to construct and expand Lake K and identified the locations of proposed stormwater management facilities. These locations are attached in Appendix G. Our stormwater management plan also recommends improvements to Lake K as summarized in Section 4.2 (Improvement 2).

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5.0 Stormwater Master Plan for Future Developments Stormwater Master Plan 2015

City of Lloydminster

Lamont Development Inc. Lamont Developments Inc. owns two adjacent quarter-sections of land (about 140 ha) to the southeast of the City, south of 12 Street. Select Engineering Consultants Ltd. is also the design consultant for Lamont and attended the meeting. They provided a concept plan for drainage of their proposed residential subdivision. Their plan features land draining to the southeast through an existing drainage channel after first draining through a stormwater management facility. Their concept is attached in Appendix G. This is in line with the recommended stormwater management plan for the City, presented below. Brentwood Developments Brentwood Developments owns about 20 ha of land on the west side of Lloydminster, just south of Highway 16. This land is zoned highway commercial. The easternmost parcel has been constructed; the other is currently being developed. Their lands are located very close to the Northwest Drainage Channel to which they currently drain. Brentwood was informed that that drainage route makes the most sense for continued development, despite some capacity issues with the Channel. Musgrave Agencies Ltd. Musgrave owns a number of small and large parcels of land in the City including to the south of of the City (both east and west), and to the northwest, totalling about 300 ha. Musgraveâ&#x20AC;&#x2122;s consultant for their lands in the south portion of Lloydminster, Watt Consulting Group, attended the meeting. Select Engineering Consultants Ltd. who also provides consulting services for some of Musgraveâ&#x20AC;&#x2122;s properties was also in attendance. Watt provided design and analysis of future development in the south area of Lloydminster based on the previous Storm Drainage Master Plan (see Appendix G). Little Pine Business Developments Little Pine Business Developments owns two pieces of land to the east of the City (about 70 ha). They were contacted to meet but were not available.

5.3

Future Development Areas

The City of Lloydminster plans to continue expanding its boundaries, adding more land for stormwater servicing. Figure 1- shows the current City boundary and the lands slated for expansion. As part of this Stormwater Master Plan, Sameng developed a stormwater servicing conceptual plan for most of these expansion areas, in addition to land currently within the Cityâ&#x20AC;&#x2122;s boundaries that has not yet been developed. Given the stresses on the existing stormwater system in the City of Lloydminster discussed previously, Sameng investigated how to manage stormwater as the City continues to grow and manages larger volumes of water. The options we investigated to service lands outlined by the future expansion boundary focused on diverting flow around the City rather than

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5.0 Stormwater Master Plan for Future Developments Stormwater Master Plan 2015

City of Lloydminster

through the existing system. This rerouting is a challenge in some areas as the natural drainage direction must be overcome. Sameng has considered two major options to facilitate future growth of the City; Option 1 is presented in Figure 5-2 and Option 2 in Figure 5-3. The major differences between the two options are: • Area E: Option 1 is defined by rerouting flows from Parkview Lake to the west and then north to the Northwest Drainage channel through a storm pipe. For Option 2, Parkview Lake would be diverted south through a storm pipe, through Musgrave Developments lands, to one quarter section south of the current City boundary. • Area L: Option 1 will have stormwater servicing provided by a pipe flowing east before draining into new drainage ditch that flows south and then east. Option 2 with have stormwater servicing provided by stormwater pipe replacing most of the drainage ditch constructed as part of servicing Area E. Area A Lands in Area A – owned by the City, Husky and Musgrave – already have stormwater servicing plans as per Select Engineering’s designs in Appendix G. The drainage concept is for all land to drain east (as per existing overland direction), and connect to the existing drainage or storm sewer system in the area. The northern part will see its water flowing into existing storm pipes and through Pond O prior to flowing into Area K via a watercourse. The southern part will see its water flowing into the Northwest Drainage Channel. There should be no capital costs to the City to service these lands. Area B Lands in Area B – all owned by Husky – should discharge their runoff into the existing storm sewer system which outlets into Lake V and the Northwest Drainage Channel. The sewers in the area seem to have been designed to accommodate additional flows from these currently undeveloped areas. There should be no capital costs to the City to service these lands. Area C Lands in Area C - mostly owned by the City – should continue to drain to the northeast. The proposed drainage plan involves replacing the poorly defined swale drainage of the area to a storm pipe system discharging into the East Drainage Channel, as shown in Figure 5-4. We estimate that this main trunk to service Area C would cost $3,705,000. Area D Lands in Area D – all owned by the City – should discharge their runoff into the East Drainage Channel, as they currently do. Local storm sewer pipes could be installed to achieve this. There should be no capital costs to the City to service these lands.

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5.0 Stormwater Master Plan for Future Developments Stormwater Master Plan 2015

City of Lloydminster

Area E Lands in Area E – owned by the City and Musgrave Developments, is serviced differently between Options 1 and 2. • For Option 1 (see Figure 5-5), the Parkview Lake flows and future servicing of the City lands are diverted north to the Northwest Drainage Channel via a storm sewer pipe. This pipe would also intercept and could be oversized to service lands to the west of the City boundary. This Option is estimated at $5,924,000. The Musgrave lands would flow to the southeast and discharge into the Lakeside Pond and into the existing storm drainage system at no capital costs to the City. • For Option 2 (see Figure 5-6), the Parkview Lake flows and future servicing of the City lands are diverted south to a drainage ditch that would be later be replaced with storm pipe to allow for development in Area L. This Option is estimated at $9,263,000. As for Option 1, the Musgrave lands would flow to the southeast and discharge into the Lakeside Pond and into the existing storm drainage system at no capital costs to the City. Under both options, Parkview Lake, currently discharging into Bud Miller Lake via a pump, is proposed to be diverted to a more suitable location such that pumping of the Lake would not be necessary anymore. Bud Miller Lake is also at risk of flooding under existing conditions such that diverting flows away from it is recommended in the short-term. Area F Lands in Area F – owned by Musgrave Developments – already have a stormwater servicing plan as per WATT’s design in Appendix G. The drainage concept is to connect to the existing storm sewer system to the east, which flows into Lake C. There should be no capital costs to the City to service these lands. Area G Lands in Area G, north of 12 Street – owned by several groups – are planned to be serviced by the existing storm sewer system which eventually flows into Lake K and the East Drainage Channel. However, further development in the area requires upgrades to the East Drainage Channel between Jaycee Lake (Lake J) and Lake K, shown in Figure 4-3. Further, Lake J and Lake K will require expansion to accommodate the future developments. These improvements are estimated to total $7,951,000. The lands south of 12 Street – owned by Lamont – are planned to discharge to the south into the South Drainage Channel. There should be no capital costs to the City to service these lands as they will discharge into the existing watercourse. The servicing plans for the lands south of 12 Street and the Wigfield Industrial area located south of Lake K are shown in Select Engineering’s conceptual designs in Appendix G.

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5.0 Stormwater Master Plan for Future Developments Stormwater Master Plan 2015

City of Lloydminster

Area H Land in Area H, most of which are in the Expansion area west of the City, are planned to be serviced for stormwater by connecting to the existing watercourses flowing into the Northwest Drainage Channel. To service the southernmost lands, it is proposed to construct a well-defined deep ditches to allow the servicing of the area with storm sewers. This concept is illustrated in Figure 5-7. We estimate that this would cost $7,146,000. There should not be a need for improvements to the Northwest Drainage Channel to service the northernmost lands. Area I Lands in Area I, located just west of the City in the Expansion area, could be serviced by the existing storm sewer system to the east on 62 Street via a new storm pipe, as shown in Figure 5-8. This would cost approximately $184,000. Area J Lands in Area J, located just west of the City in the Expansion area, could flow into the Northwest Drainage Channel to the south via a new storm trunk on 75 Avenue, as shown in Figure 5-8. This would cost approximately $521,000. Area K Lands in Area K, located in the Expansion area just north of the City, could flow into the Northwest Drainage Channel via a new storm trunk flowing east and then south along Highway 17, as shown in Figure 5-9. This storm trunk would follow a similar alignment as the current watercourses/swales in the area. The costs to service all quarter-sections of Area K is estimated to cost $5,168,000. Area L Lands in Area L, located in the Expansion area just south of the City, is serviced differently between Options 1 and 2. â&#x20AC;˘ For Option 1 (see Figure 5-10), stormwater servicing for the area would be provided by a pipe flowing east before draining into new drainage ditch that flows south and then east. This Option is estimated at $5,188,000. â&#x20AC;˘ For Option 2 (see Figure 5-6), stormwater servicing would be provided by a stormwater pipe replacing most of the drainage ditch constructed as part of servicing Area E (Option 2). This Option is estimated at $12,479,000.

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5.5

5.0 Stormwater Master Plan for Future Developments Stormwater Master Plan 2015

5.4

City of Lloydminster

Summary of Costs and Option Comparison

A summary of the estimated costs to service additional lands in the City and its Expansion area is summarized in Table 5-1. Detailed cost estimates for both options are provided in Appendix F. Either Option 1 or Option 2 would be suitable for conceptual servicing of the new areas. • Sameng estimates that Option 1 will total $35,787,000. This corresponds to a $14,500/ha development cost. • Sameng estimates that Option 2 will total $46,417,000. This corresponds to a $18,800/ha development cost. As both options would theoretically provide the same level of service, Option 1 is recommended for planning purposes going forward as the less expensive option. Option 2 should be considered an alternative approach if components of Option 1 prove unfeasible during concept development. Altering the stormwater flow paths in the investigated options requires a new outlet for Lloydminster’s stormwater to the south. This requires approval from the appropriate regulatory authorities (Saskatchewan Water Security Agency) and likely an analysis of the pre-development drainage basins (Figure 3-5). We recommend that the City of Lloydminster begin this process to facilitate development of the areas that require this outlet.

Table 5-1: Summary of Servicing Costs for Future Development Areas Future Development Area A B C D E F G H I J K L Total

Location City – Northwest City – North City – Northeast-central City – Northeast City – Southwest City – South City – Southeast Expansion – West Expansion – Northwest Expansion – Northwest-central Expansion – North Expansion – South

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5.6

Option 1 (incl. 50 % contingency) $ 0 $ 0 $ 3,710,000 $ 0 $ 5,924,000 $ 0 $ 7,953,000 $ 7,145,000 $ 184,000 $ 522,000 $ 5,167,000 $ 5,188,000 $ 35,793,000

Option 2 (incl. 50 % contingency) $ 0 $ 0 $ 3,710,000 $ 0 $ 9,264,000 $ 0 $ 7,953,000 $ 7,145,000 $ 184,000 $ 522,000 $ 5,168,000 $ 12,478,000 $ 46,424,000

6.0 Capital Plans Stormwater Master Plan 2015

6.0

City of Lloydminster

Capital Plans

The pace which the City of Lloydminster chooses to implement the recommended upgrades is dependent on funding availability. The purpose of this section is to outline a logical sequence for implementing the upgrades. The recommended improvements to the Northwest Drainage Channel (Group 1 Improvements $3,787,000) and the East Drainage Channel (Group 2 Improvements $496,000) should be implemented first. As these improvements are near the downstream end of the system, they provide service to both existing and future developments. The total cost of improvements is approximately $4.3 million. Due to the requirement for financial planning, engineering design, and potential land or easement acquisition requirements, this would represent the initial three year capital plan. Of the remaining existing system improvements, the Colonial Park/Southridge (Improvement Group 6 $19,723,000) would be the next most logical choice. The proposed improvement can be staged with the initial phase being the downstream reach from Jaycee Lake terminating at 50th Avenue. This would address the capacity issues of Colonial Park which had numerous flood records following the 2005 rainfall event as well as provide relief to the existing storm trunk on 36th Street. The remaining improvements in this group could be deferred until funding is available. The remainder of the recommended improvements is relatively independent of each other. The sequence by which these are to be implemented should be developed taking other planned system improvements such as those for sanitary, water and roadways, into consideration. In general, it is thought that an annual expenditure of $3 to $4 million would be a good target for the eventual completion of all works related to existing system improvements. The identified shared infrastructure for servicing future development should be implemented as funds become available and as the pace of development requires them. There are obvious dependencies that will need to be respected however, the servicing layout do permit concurrent development of lands all around the City.

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6.1

7.0 Municipal Development Standards (Separate Cover) Stormwater Master Plan 2015

7.0 7.1

City of Lloydminster

Municipal Development Standards (Separate Cover) General

As part of the work program for the Lloydminster Stormwater Master Plan, Section 5 (Storm Drainage Systems) of the City’s Municipal Development Standards (referred to hereinafter as the “Standards”) was reviewed. The review included general industry practice, stormwater management guidelines published by the Alberta and Saskatchewan governments and standards/guidelines published by major cities within the two provinces (Edmonton, Calgary, Saskatoon, and Regina). The results of this review have been submitted under a separate cover, entitled “City of Lloydmister – Municipal Development Standards Review”

Sameng Inc.

7.2

8.0 Asset Management Stormwater Master Plan 2015

8.0 8.1

City of Lloydminster

Asset Management Introduction

Sameng’s work program included the establishment of a condition assessment framework for the stormwater system. This framework is to interface with an inspection plan to determine the condition of the stormwater pipes and to rate them so that priorities for replacement can be set. The whole of this process is termed Asset Management and the principles outlined here can be applied to all of a municipality’s linear assets (i.e. storm sewers, sanitary sewers, water distribution piping and roadways). Although asset management systems can be established for non-linear assets (e.g. buildings and equipment) the focus of the following will be on the linear systems in general and, in particular, Lloydminster’s stormwater system. The fundamental elements of Asset Management have been outlined by InfraGuide (2004) and Vanier (2006). The structure of an asset management system involves several diverse sources of information including GIS systems, record drawings, monitoring data, inspection results, fiscal information and operational performance. The process can be separated into five areas of activity which are carried out simultaneously and continuously in order to ensure a sustainable infrastructure system. These areas can be summarized by five simple questions: • What infrastructure do we own? • Where should we be looking first for problems? • What condition is the infrastructure in? • How much do we need to spend for sustainability? • What do we fix first? The following sections will describe how Lloydminster can coordinate its activities and establish an Asset Management System that will provide a sustainable future for the stormwater drainage system. A condition assessment of the existing stormwater infrastructure is included under Appendix H.

8.2

Inventory

The City of Lloydminster’s roadway system has a total length of 192.3 km. These facilities and the adjacent properties are drained by a storm drainage system comprised of: • 121.7 km of storm water pipe • 1,407 manholes • 1,772 catchbasins • 15.8 km of drainage channels • 14 stormwater management lakes and ponds

Sameng Inc.

8.1

8.0 Asset Management Stormwater Master Plan 2015

City of Lloydminster

• 1 stormwater/wetland complex (the Neale-Edmunds Stormwater Management complex that occupies a total of 382 ha of land when the lakes are full. Depths can range between about 1 m to 4 m.) The heart of an asset management system for a stormwater drainage system, as above, is primarily a database of link-specific information (i.e. information on each pipe—typically a link is defined as the pipe between two manholes). The information on a link can be voluminous (over 100 km of pipe will have several thousand links, each with 10 to over 50 attributes) and, since it may not be possible to reliably populate it initially, the structure of the database must be flexible to allow the addition of new data and corrections to existing data. Sources of data to populate the data base include: • Existing system plans • As-Built drawings for new system additions • Existing reports • Inspection reports, most notably CCTV (closed circuit television) images • Operational reports (e.g. blockages, overflows, flooded intersections) • Rehabilitation reports (e.g. pipe collapses and repairs, catchbasin problems, road subsidence) • Customer service records (e.g. basement or property flooding)

The data inventory should be developed in three areas: Physical Attributes These include date built, length, diameter, inverts, depth of cover, material type and, for further analysis, can also include backfill/bedding type, soil/groundwater conditions Operational Data These include data related to the structural (physical) condition, the functional (service) condition and the hydraulic adequacy (capacity) of each pipe. The first two conditions require physical inspection (usually by CCTV to document the presence of cracks, sags, protruding services, roots, debris, etc.) and the latter requires the results of detailed computer analyses of the system to determine pipe capacities and their utilization during storm events of interest. Land Use and Environmental Data These data can provide the basis for setting priorities related to the social, economic and environmental impact of the stormwater system. Investigation and rehabilitation decisions can be different for piping that passes under high-traffic or recently paved roads, piping that passes through high-value commercial districts, piping that serves emergency service facilities or outfalls that discharge to environmentally sensitive areas.

Sameng Inc.

8.2

8.0 Asset Management Stormwater Master Plan 2015

City of Lloydminster

Maintenance management systems have been implemented by many Canadian municipalities to address the requirements of CICA PS 3150, a regulation of the Canadian Institute of Chartered Accountants requiring municipal governments to record and amortize all of their tangible capital assets for the fiscal reporting year of 2009. Systems can be developed in as simple a manner as a spreadsheet or as a complex, custom-programmed database. Lloydminsterâ&#x20AC;&#x2122;s system is sufficiently large that the most simplistic methods would be cumbersome and too limited for effective analyses. There are a limited number of commercially available Asset Management systems available publicly or in the market place. These usually include a maintenance component as well. Commonly used in the past have been Albertaâ&#x20AC;&#x2122;s MIMS (Maintenance Information Management System) and, commercially, products by Hansen, Cityworks, and others. Selection of the most suitable system will require Lloydminster to determine the breadth of its application (i.e. stormwater only or including sanitary sewer, water, and roadways) and discussions with suppliers regarding cost and support.

8.3

System Investigations

Systems should be investigated through both regular and single purpose programs with the intention that systematic investigation will cover the entire system every 20 years (more or less) and the single purpose programs allow catch-up during the initial years of establishing an Asset Management system or critical investigations that are event driven (e.g. severe flooding due to an extreme storm event). Investigation is usually limited by the CCTV inspection resourcesâ&#x20AC;&#x201D;for a well-functioning asset management plan, there should be sufficient public and private sector CCTV capacity to examine all of the sanitary and storm piping at least once every 20 years. Development of the program should be done using a variety of criteria, including: Pipe Importance Piping under major roads, serving important facilities or serving high value districts should be given a higher priority. Larger diameter piping could also be given a higher priority due to the larger areas they serve. Performance History Piping located in areas with a history of flooding should be given a higher priority. Structural Concerns Piping with large depths of cover, piping located within areas having known geotechnical challenges, piping of a specific material type or age should be given higher priority. Operational Insight Operating staff should have both records and anecdotal insight to help identify problem areas. Interviews to identify areas of high priority should also be carried out.

Sameng Inc.

8.3

8.0 Asset Management Stormwater Master Plan 2015

City of Lloydminster

Based on a weighted system for evaluating these data, priorities can be set for a multi-year program of neighbourhood-based and link-based CCTV investigations. Hydraulic information generated in the course of this study can be used to determine the capacity issues within the system.

8.4

Condition Assessment

Condition Assessment assigns values for the defects of each pipe based on a prescribed procedure to come up with a numerical rating. Rating systems are available from several sources, including the City of Edmonton, the Water Research Centre (United Kingdom), and NASSCO (National Association of Sewer Service Companies). These systems are all quite similar. At this stage, due to its availability and its wide use throughout Alberta, the City of Edmonton system is recommended. Condition assessment for storm and wastewater systems examines each pipe from the following perspectives: Structural Integrity (physical condition) Visual examination of a CCTV recording allows an experienced technician to determine a rating for the pipe. Consideration is given to any observed defect (cracking, joint separation, corrosion, etc.), the number of defect types, the severity and the extent they exist over the length of the pipe. Functional Integrity (service condition) Visual examination also provides information on how well the pipe can perform its function. Material deposits, sags in the longitudinal profile, out of roundness, and protruding services are all noted and quantified. Hydraulic Adequacy (capacity utilization) Hydraulic adequacy is primarily determined based on the results of computer modelling of the rainfall/runoff processes of the drainage system. There are two parameters used to evaluate this: the Theoretical Load Factor (TLF) which is the ratio of the maximum flow to the capacity of the pipe during a specific storm event and the Hydraulic Gradeline Factor (HGF) which is based on the maximum hydraulic gradeline reached during that event (relative to basement flooding or street flooding levels).

8.5

System Performance and Sustainability

System performance can be assessed once a condition assessment has been completed for the pipes. The pipeâ&#x20AC;&#x2122;s ability to meet expected performance criteria is given a numerical value from 1 to 5 based on the ratings determined by the condition assessment (each of which has been given a rating from 1 to 5). Higher the numbers mean a high risk of failure and a greater need for rehabilitation or upgrading: â&#x20AC;˘ 5 â&#x20AC;&#x201C; the pipe has failed or will likely fail soon

Sameng Inc.

8.4

8.0 Asset Management Stormwater Master Plan 2015

City of Lloydminster

• 4 – the pipe will probably fail within 5 to 10 years • 3 – the pipe may fail in 10 to 20 years • 2 – the pipe is unlikely to fail for at least 20 years • 1 – the pipe is unlikely to fail in the foreseeable future Based on these ratings, system needs can be determined for various rehabilitation needs (for structural or functional defects) or upgrading (for hydraulic defects). During the beginning stages, an Asset Management system is starved for condition assessment results from CCTV inspections. If the City has recent CCTV inspection images from previous problems or the inspection of new infrastructure, the images can be rated by the standard procedure and added to the data base. Until the data base is fully populated with condition assessment data, some level of extrapolation is required using parameters such as pipe age and material type to develop a picture of overall system condition.

8.6

Rehabilitation Plan

Rehabilitation plans can be developed based on the above processes and, to be sustainable, must satisfy the rehabilitation needs of the system. Piping that has a rating of 5 requires attention almost immediately and piping that has a rating of 4 should be designated to receive rehabilitation during the course of a 5-year plan. Piping with lower (more favourable) ratings can be scheduled for future CCTV examination again in 5 years (condition rating 3), 10 years (condition rating 2) or 20 years (condition rating 1). Rehabilitation design and construction must take place within 1 year of the CCTV examination. Otherwise, the examination must be repeated to ensure that the defects have not worsened or spread. When redoing CCTV inspection as part of rehabilitation on a neighbourhood basis, it is appropriate to examine piping with condition ratings of 3 or 4 to ensure all of the nearby piping still has its integrity. Although the needs for each system varies, from a high-level perspective (based on a 75 to 100 year lifespan), typical asset management investment for sewer systems should be about 1% of the replacement value of the system. This is rarely achieved in most municipalities and plans often start from much lower levels and ramp up to a sustainable expenditure over 5 to 10 years. Ramping up to a sustained annual investment in rehabilitation allows the programs to evolve and gain efficiency as the expenditures increase. It also moderates the financial impact on the utility.

Sameng Inc.

8.5

9.0 Conclusions and Recommendations Stormwater Master Plan 2015

9.0

City of Lloydminster

Conclusions and Recommendations

The main conclusions and recommendations from this study follow. Recommendations from Previous Studies The previous Storm Drainage Master Plan (2009) made recommendation for improving Lloydminsterâ&#x20AC;&#x2122;s existing and future stormwater management system. However, significant updates to the computer model since that study have been made; the recommendations from this study should supersede those previous recommendations. The City of Lloydminster has assumed operation of the Neale-Edmunds Complex as a stormwater management facility. Both the Project Report (2012) and the Modeling Report (2013) detail the Complex, its operation, and make recommendations for improvements. Following our review we confirm that the recommendations for facility operation and maintenance should be implemented. Rainfall Review Based on the historical rain data available, Sameng was able to analyze measured rainfalls for the City of Lloydminster over a 110-year period. Based on this review, we recommend that the City of Lloydminster adopt the IDF curves as outlined in this report. Specifically, the City should use the 100-year 4-hour event (Modified Chicago Distribution) as the design criteria for future stormwater drainage systems. Existing System Based on model results from simulated rainfalls over Lloydminster, Sameng identified some concerns regarding the Cityâ&#x20AC;&#x2122;s stormwater infrastructure. These concerns are supported by observations and reports from the August 2005 rain events (which correspond to approximately, the 1:65 year event). Recommended Improvements The recommended improvements presented in Figure 4-1 will improve stormwater servicing and flood prevention in key areas throughout the City. Other areas, with more acute stormwater concerns require more specific investigation and analysis. A summary of the recommended improvements is given in Table 9-1. Section 7 of this report provides a discussion for the logical implementation of the recommended improvements together with an identification of the highest priority ones. Further analysis on funding availability, synergy of other capital improvements is required to determine the most effective staging of the remainder of the proposed improvements.

Sameng Inc.

9.1

9.0 Conclusions and Recommendations Stormwater Master Plan 2015

City of Lloydminster

Table 9-1: Summary of Recommended Improvements and Costs

Location

Cost (incl. 50% contingency)

Northwest Drainage Channel

$ 3,787,000

East Drainage Channel

495,000

Hill Industrial

338,000

West Lloydminster/Central Business District

$ 21,953,000

Larsen Grove

$ 1,248,000

Colonial Park/ Southridge

$ 19,723,000

Wallacefield

$ 4,110,000

Steele Heights

$ 2,514,000

College Park

$ 2,865,000

Improvement ID

Total

$ 57,033,000

Municipal Development Standards After reviewing the City of Lloydminsterâ&#x20AC;&#x2122;s Municipal Development Standards, Sameng recommends that the City incorporate the changes presented in Section Error! Reference source not found., that include the modified IDF curves discussed previously. Other changes can be made to keep the Municipal Development Standards current and facilitate their use by developers. Asset Management Sameng presented a framework on a potential Asset Management program for the City of Lloydminster. The framework outlines the purpose of an Asset Management program, what it would entail, and how to implement it. We recommend that the City continue investigating the benefits of an asset management program as part of their infrastructure operation. Future Development As the City grows, new areas will require stormwater servicing. Sameng developed two options for overall stormwater servicing in those new areas. Option 1, at a capital cost of $35.8 million (including 50% contingency) is recommended as it is the least expensive, with Option 2 reserved as an alternative.

Sameng Inc.

9.2

Appendix A: Meeting Minutes Stormwater Master Plan 2015

City of Lloydminster

Appendix A: Meeting Minutes Meeting 1- November 6, 2014 Meeting 2- December 19, 2014 Meeting 3- January 23, 2015 Husky Stakeholder Consultation – April 9, 2015 Brentwood Developments Stakeholder Consultation – April 10, 2015 City of Lloydminster Stakeholder Consultation – April 10, 2015 Lamont Stakeholder Consultation – April 10, 2015 Musgrave Developments Stakeholder Consultation – April 10, 2015

Sameng Inc.

1500 Baker Centre, 10025-106 Street Edmonton, AB T5J 1G3 Phone: (780) 482-2557 Fax: (780) 482-2538 maxime.belanger@sameng.com www.sameng.com

Meeting Minutes Client: Project: Sameng File No:

Meeting No: Date & Time: Location:

City of Lloydminster Stormwater Master Plan 2014 1209

1 – Start-Up Meeting November 6, 2014 - 2:00 PM to 4:00 PM Main Boardroom – City of Lloydminster Operations Centre Building

Attendees: City of Lloydminster Sheena Zimmerman (SZ) ........... szimmerman@lloydminster.ca Craig Anderson (CA) .................. canderson@lloydminster.ca Paul Levy (PL) ............................ plevy@lloydminster.ca Don Stang (DS) .......................... dstang@lloydminster.ca Sameng Inc. David Yue (DY) .......................... david.yue@sameng.com Maxime Bélanger (MB) .............. maxime.belanger@sameng.com Distribution: Attendees

MEETING NOTES City of Lloyminster – Stormwater Master Plan 2014 Project Meeting No.1 – November 5, 2014

Item 1.0 · · 2.0 ·

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Action MEETING OVERVIEW This is the start-up meeting. DS joined at 11:20, CA left the meeting at 11:20. DATA COLLECTION The team went through the required data collection items as listed in the proposal: § Previous studies: Most documents are on the City website. Others will be provided. § The City will provide all GIS data, cadastral, Lidar and aerial photos when available. The City will make a request to their GIS group to provide. § Rainfall data: The City will request from the Lloydminster airport. The airport is operated by the City. Sameng will then review the Lloydminster rainfall information and see if we need any additional rainfall information from other areas such as North Battleford to update the City’s IDF curves. § Flow monitoring: There is currently no flow monitoring for storm sewers. The City measured pond water levels in 2005 and 2012 when large rainfall happened. PL will provide the data. § Flood record history: SZ will make a request to Public Works to see what information is available. It would be useful to know if some areas flooded in the past. § Previous computer models: The City will provide the NealeEdmunds Complex model and the previous stormwater master plan model to Sameng. The City mentioned that Sameng should construct a new model from scratch. Other consultants have expressed inconsistencies with the current model. § Stormwater management ponds: The available data may be limited in terms of pond shape and capacity. We may want to use Lidar to develop depth vs. volume curves. City may have NWL measured. We should have invert and diameter of inlets and outlets. The City will provide the available information. § Land Ownership Map Sameng will create a folder to transfer files in box.com. MB will create and send folder link to the city.

3.0 MAIN PROJECT GOALS ACCORDING TO CITY · SZ described the main project goals: § Create a brand new Stormwater Master Plan. § Have confidence in the quality of data. § City plans on using the master plan for at least 5 years. § This plan will guide our future developments and servicing concepts for future growth while ensuring existing developments are also protected from floods. § The plan will ensure future developments are being serviced in a sustainable and logical manner.

PL SZ

SZ SZ

MEETING NOTES City of Lloyminster – Stormwater Master Plan 2014 Project Meeting No.1 – November 5, 2014

Item

Action § § § §

The plan will serve as a guide to other developers and engineering firms. The plan will allow the prioritization of upgrades. The plan will help to properly budget short-term projects and longterm capital planning. It would be used in conjunction with other master plans, also planned to be completed by the end of 2015.

4.0 NEALE-EDMUNDS COMPLEX · Two studies were recently completed for the Complex. · SZ mentioned that this Complex was added as an addendum to the RFP as it was not clearly stated in the proposal that it is part of the City’s drainage system. · We need to identify how growth and the new plan will impact the complex. We need to make sure the complex can handle the extra flows. · Sameng will review the reports and information presented in the previous reports. If any improvement recommendations are developed for the complex, the City could add them to their storm capital program. · Public works is doing some of the proposed improvements to the complex, as recommended by these studies. · DS asked if the Neale-Edmunds Complex could be added as part of our modeling exercise. MB mentioned that if there is sufficient information in the previous studies, we could very likely include as part of the model. The City will send this model to Sameng to review and incorporate in the model. · The City is in the process of securing easements with the land owners around the complex. 5.0 CURRENT KNOWN ISSUES WITH THE SYSTEM · No known issues with the storm system. No major flooding reported. Most issues are with the sanitary sewers. Drainage issues are typically local maintenance issues. Sediments from disturbed sites are going into the sewer system during rainfall-runoff events. Erosion control is typically not very well monitored and enforced. The City is looking at reinforcing the need to provide erosion control measures. · Some ditches have issues with cattails and long grass slowing down the flow - maintenance issue. 6.0 · · ·

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PROJECT TEAM AND COMMUNICATION PLAN David Yue will be project manager for Sameng. Maxime Belanger will be the lead project engineer Travis was added to the project team. He is a new addition to Sameng. Travis will help with the data collection process and assessment. DY provided a copy of his resume to SZ. SZ mentioned that his addition is ok. Sheena Zimmerman is the City Project Manager and the key City contact. She will process all payments. She prefers that communications goes through her.

SZ/MB

MEETING NOTES City of Lloyminster – Stormwater Master Plan 2014 Project Meeting No.1 – November 5, 2014

Item 7.0 ·

Action CONDITIONAL ASSESSMENT The City has no asset management plan yet. However, the City wants to start getting ready for it. The idea is to create a new database of expected condition of the sewer system, a first step in the creation of this plan. The City has no set methodology, Sameng is free to develop a methodology. John Hodgson has been very involved in developing asset management for other communities of various sizes. John will help the team with developing condition rating criteria. This would include: § Hydraulic rating § Importance rating § Condition rating parameters such as structural condition and service condition.

8.0 FUNDING – OFF-SITE LEVY · The City hired a Consultant to develop a new off-site levy model and policy. It is based on recommended improvements provided in the previous stormwater master plan. The City in going to the public on November 18 2014 to present this policy. · DS provided a description of the proposed changes to the off-site levies. 9.0 OTHER DISCUSSIONS · The City owns and does 50% of the new developments in the City. The rest is by private developers. · The City mentioned that there is a new development to the south of the City and they have challenges in servicing the area as they are so far away from the rest of the city. · Very little developments have rural cross-sections. Some arterial roads such as 40 avenue, 75 avenue and 50 avenue have rural cross-sections. · The City only clear snow off roads about 3 times per year and usually only on main roads. They do not get much snow. They mostly spread sand to improve road adherence. They do sweep streets in the spring. · The City is growing rapidly. They have: § 200 to 400 new single family lots per year on average. § 500 to 600 building permits per year. § Large condo and apartment development. 10.0 ·

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STAKEHOLDER CONSULTATIONS The main stakeholders for this project are: § Utilities § Planning § Land divisor (does not exist now, it is now Utilities) § Public Works (key stakeholders) § Developers – Musgrave, Lamont, Brentwood. § Husky – Ben Tao § Counties and RMs – City had drainage discussions with them. § General public Two stakeholder consultations periods are proposed. The first one would be at completion of the existing system assessment where we will listen to

MEETING NOTES City of Lloyminster – Stormwater Master Plan 2014

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Project Meeting No.1 – November 5, 2014

Item

Action potential issues and items that should be integrated in the plan. The second one would be scheduled for the end of April 2015 when the project is near completion to get final input from them prior to finalizing the plan.

11.0 ·

PROJECT ADMINISTRATION DY will prepare three copies of the Contract; two for the City and one for Sameng. DY will send to SZ shortly.

12.0 ·

SCHEDULING DY went through the proposed schedule as provided in the proposal. The main milestones are: § Obtain all data collection items: by 3rd week of November 2014. § Review of background information: 3rd week of January 2015. § Complete Computer model of existing system and assessment of existing system: Mid-March 2015. § Condition assessment framework: Early February 2015 to March 2015. § Work completed: End of May 2015. § Final report: End of June 2015.

13.0 · ·

NEXT PROJECT MEETING Progress meetings will be on a monthly basis. DY and SZ will coordinate to schedule the meeting one month from now.

DY/SZ

The foregoing is considered to be a true and accurate record of all items discussed. If any discrepancies or inconsistencies are noted, please contact myself or David Yue.

Maxime Bélanger, M.Sc., P.Eng. Water Resources Engineer Sameng Inc.

1500 Baker Centre, 10025-106 Street Edmonton, AB T5J 1G3 Phone: (780) 482-2557 Fax: (780) 482-2538 travis.hnidan@sameng.com www.sameng.com

Meeting Minutes Client: Project: Sameng File No:

Meeting No: Date & Time: Location:

City of Lloydminster Stormwater Master Plan 2014 1209

2 â&#x20AC;&#x201C; Progress Meeting December 19, 2014 - 2:00 PM to 3:00 PM Teleconference (Sameng Office, City of Lloydminster Operations Centre Building)

Attendees: City of Lloydminster Sheena Zimmerman (SZ) ........... szimmerman@lloydminster.ca Paul Levy (PL) ............................ plevy@lloydminster.ca Sameng Inc. David Yue (DY) .......................... david.yue@sameng.com Maxime BĂŠlanger (MB) .............. maxime.belanger@sameng.com Jianan Cia (JC).............................jianan.cai@sameng.com Travis Hnidan (TH).......................travis.hnidan@sameng.com Distribution: Attendees

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014

2 of 5

Project Meeting No.2 – December 19, 2014

Item 1.0 · ·

2.0 ·

· ·

Action MEETING OVERVIEW This is a progress meeting. The main purpose of the meeting is for Sameng to present the work completed todate and, for the City to comment. The following agenda items were reviewed: § Basin delineation § Neale-Edmunds Complex § Computer model § Rainfall data and IDF curves § Associated Engineering Storm Drainage Master Plan summary BASIN DELINEATION David Yue described the work Jianan completed on basin delineation: § Used LiDAR and aerial photographs provided by the City and contour maps of the area. § Developed overall basin boundaries. § Sameng previously worked with the County of Vermillion River, delineating the Devonia and Blackfoot Drainage Basins, parts of which were included in the Neale-Edmunds Complex Drainage Basin in the Urban Systems delineation. § The Sameng delineation shows less area draining towards the City than previous delineations. Jianan delineated the drainage boundaries for the two main channels draining the City of Lloydminster’s stormwater: the East Drainage Channel and the Northwest Drainage Channel. Both of these channels drain into Neale Lake West Sameng has created profiles of these channels that show the gradient, allowing calculation of channel bankfull capacity § Channel capacities still need to account for culverts. § At this point, channel appear to have significant conveyance capacity. § Sameng will compare Associated Engineering’s channel configurations as part of the project’s computer model development and assessment.

3.0 NEALE-EDMUNDS COMPLEX · Sameng has also started analyzing the main flow channel through the Neale-Edmunds Storm complex. § The complex has healthy elevation drops. § Neale-Edmunds hydraulic information will be incorporated into stormwater model for City of Lloydminster. · We imported the Urban Systems shape files of the Neale-Edmunds Complex but not the simulation model. Jianan will verify that we have the simulation data and that we have the necessary information to incorporate the Neale-Edmunds Complex into our model. § Jianan will verify on Monday, December 22 if we can successfully incorporate the model.

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014

3 of 5

Project Meeting No.2 – December 19, 2014

Item

Action §

Sheena will be available next week if more data/information is required.

4.0 COMPUTER MODEL · We’ve imported the City of Lloydminster’s pipe data and identified where data is missing. § Identifying some sections where pipe diameter are missing, David asked if these “pipes” are actually culverts. § Paul confirmed that one of the areas should be a rural cross section, so it’d be a dirt road with culverts. § David also inquired about areas with missing invert information and if the City of Lloydminster would be able to analyze this missing data and provide additional information if it exists. § Sheena confirmed that the City will look at these maps of missing data. · We’ve compared the infrastructure data in our model to Associated Engineering’s model and they are missing the same data. § Sheena explained that they will do some digging into this missing data if we provide maps § Max asked if this data includes all storm pipes and that we are not missing smaller diameter pipes § Paul confirmed that the only missing data would be from newer developments, a new subdivision was constructed and has not been added to the City’s GIS § Sheena and Paul confirmed that the City will provide what they have for as-builts of new construction for model inclusion. · Stage-storage relationships for the City’s stormwater lakes and ponds were determined from LiDAR § Lake N matches almost exactly to the information in Associated Engineering’s model. § Lake H is slight smaller than that used by Associated Engineering. § Bud Miller Pond is about 10% smaller than that used by Associated Engineering but overall the lake sizes correspond well. § Max inquired about where Associated Engineering retrieved pond data § Travis pointed out that they included as built drawings in their appendices so the stage-storage curves could be based off of these drawings. § Sheena explained that if they used these as-builts they may not be completely accurate. · David explained that complete network geometry of the model should be completed in early January when we receive the missing data. · Sameng is currently developing the street network model, creating a surface flow path for each street. § This street model will operate separately from the pipe model § Once both the pipe and the street models are functioning, the two models will be coupled to simulated surface water entering the piped network, and vice versa.

SZ/PL

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014 Project Meeting No.2 – December 19, 2014

Item

Action §

If the pipe model is completed by mid-January, we can have a fully functioning model by the fourth week of January.

5.0 RAINFALL DATA · We’ve compiled IDF curves from different sources (Lloydminster’s current curve, City of Edmonton, North Battleford) and created an average of weather stations surrounding Lloydminster (North Battleford, Vegreville, Coronation, and Cold Lake) § In general Edmonton is using lower intensity rain for short duration events (upto a 4 hour event) when compared with the City of Lloydminster’s. For longer duration events, Edmonton uses significantly higher values. § The current City of Lloydminster’s IDF curve is close to that of North Battleford which was used partly to develop the curve. § Early conclusion is that there is not enough data to change design rainfall events. § Travis will continue to look for more data. § Max pointed out that it is better to use the larger curve (current) to account for climate change or other changes in weather patterns. 6.0 ·

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ASSOCIATED ENGINEERING SUMMARY We summarized Associated Engineering’s Storm Drainage Master Plan § Associate Engineering’s upgrade recommendations included construction cost estimates. § These proposed upgrades can be categorized as core (major conveyance improvement/large areas of benefit), local (improving facilities for surcharge points), and future (facilities for expansion/growth). § We will evaluate these upgrades once our model is constructed, we need to rationalize the justification for the control/design event. § It appears that the two main drainage channels can accommodate more than the current basin control target of 2.5 L/s/ha. We will compare the economics of higher discharge rates for future development.

7.0 OTHER DISCUSSIONS · David asked if the development industry have any historic comments regarding storm pond sizing. § Paul said they have not. § Sheena said that developers have avoided fully building out the ponds although there hasn’t been new construction since she joined § Sheena explain that changes have been made that don’t conform to the Master Plan. § Max asked if there are ponds currently under construction. § Sheena explained they’re constructing a pond in the north, a culvert under the CN tracks, and Pond U. § Paul explained that they’re constructing stormwater features in

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014

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Project Meeting No.2 – December 19, 2014

Item

Action § § § § §

Lakeside There is also a pond on the east side at 41 Street and 40 Avenue with a yet to be determined outlet elevation, water is currently being pumped out. Sheena said there is also a pond part of the Hill Phase 8 development (62 Street, west of 63 Avenue). Max requested construction drawings to include these ponds. Sheena explained that the channel work is almost complete and that they can provide construction drawings but should have as-builts soon. Max expressed preference for as-builts over construction drawings when possible.

8.0 NEXT PROJECT MEETING · Schedule for Friday, January 23, 2015 at 10:00am in Lloydminster The foregoing is considered to be a true and accurate record of all items discussed. If any discrepancies or inconsistencies are noted, please contact myself or David Yue.

Travis Hnidan, EIT Project Engineer Sameng Inc.

1500 Baker Centre, 10025-106 Street Edmonton, AB T5J 1G3 Phone: (780) 482-2557 Fax: (780) 482-2538 travis.hnidan@sameng.com www.sameng.com

Meeting Minutes Client: Project: Sameng File No:

Meeting No: Date & Time: Location:

City of Lloydminster Stormwater Master Plan 2014 1209

3 â&#x20AC;&#x201C; Progress Meeting January 23, 2015 - 10:00 AM to 12:00 PM Main Boardroom â&#x20AC;&#x201C; City of Lloydminster Operations Centre Building

Attendees: City of Lloydminster Sheena Zimmerman (SZ) ........... szimmerman@lloydminster.ca Paul Levy (PL) ............................ plevy@lloydminster.ca Craig Anderson (CA)....................canderson@lloydminster.ca Sameng Inc. David Yue (DY) .......................... david.yue@sameng.com Travis Hnidan (TH).......................travis.hnidan@sameng.com Distribution: Attendees

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014

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Project Meeting No.3 – January 23, 2015

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Action MEETING OVERVIEW This is a progress meeting. The main purpose of the meeting is for Sameng to present the work completed to date and, for the City to comment. The following agenda items were reviewed: § Stormwater Management Guidelines review § IDF Curves § Model Construction update § Model results § August 2005 flooding § Asset Management program STORMWATER MANAGEMENT GUIDELINES REVIEW Generally current standards are good although there is room for more detail Should include procedures for electronic standards and submission Sheena confirmed that new developments require electronic as-built forms Sameng provided a copy of our draft review of the City of Lloydminster’s Stormwater Management Guidelines for comment. Sheena and Paul to review and provide feedback.

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IDF CURVES Sameng reviewed City of Lloydminster’s design IDF rainfall intensity curves. For the 1:5 year event (minor system design), the current City standard is within the boundaries of long record curves (Edmonton, Calgary, Saskatoon, Regina) and shorter record curves (Coronation, North Battleford, Cold Lake, Vegreville). Without more data, we cannot recommend changing 1:5 year design rainfalls. Daily rainfall volumes exist for the City of Lloydminster. Sameng completed a frequency distribution analysis on this data and concluded that for the 1:100 year event (major system design), the current City standard should be about 34% higher. This increase in rainfall intensity also makes sense when compared to IDF records for other cities. Design rainfalls for 1:100 year events of one-hour duration and longer should be increased by 34%. Shorter events cannot be increased until more data is collected. MODEL CONSTRUCTION Sameng has completed surface network model (major system) and pipe network model (minor system). The two models have been coupled to simulate rainfall conveyance through the City. The model was built in MIKE URBAN and simulates water flow and storage through roadways, catchbasins, manholes, pipes, outlets, drainage channels, and ponds (represented as channels). Sheena explained that construction has completed on the Northwest Drainage Channel and that this will have to be changed in the model. Updated information from Northwest Drainage Channel construction to be supplied by the City. Some data is still missing (pipe inverts, pipe diameters, culvert diameters, manhole inverts) that the City will attempt to provide. Sameng has noted

SZ CA

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Project Meeting No.3 – January 23, 2015

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MODEL RESULTS The 1:5 year event simulation in MIKE URBAN shows that most of the pipes are less than 100% occupied. There are some surface locations with more than 50cm of ponding. Paul noted that there is little localized flooding during 1:5 year events and inquired about the simulated ponding depths. Travis explained that Sameng has included significant ponding depths in all locations where they occurred to ensure that any potential problem areas are identified. If there are ponding areas identified that do not show significant flooding during actual rain events, outlets can be added to these locations in the model to relieve ponding. Sameng will seek City input on model results for fine-tuning. Sameng simulated lake levels and analyzed the stage-storage curves for the City’s lakes. Paul explained that Lake K may not be a “designed lake”. There is development to the south and Lake K is to be expanded and the outlet structure to be upgraded. Also, a lake to the west is currently being pumped into the channel that flows east towards Lake K. This lake will eventually drain into this channel. This pumping can be included in the model. Sheena explained that the proposed changes to Lake K can be amended but need to be done so soon. Paul explained that current stormwater management for Lloydminster appears to be working well since they have no operational concerns. This lack of operational concerns should be reflected in the model simulation. AUGUST 2005 FLOODING Paul explained that the map shows houses that reported flooding to the City and houses where an insurance claim was filed (an indicator of sewage backup). This map provides an idea of where the most significant flooding occurred. David showed consistencies between these locations on the City map and the ponding locations that result from model simulation. This rain event would make for a good event to calibrate the model however we are lacking rainfall data. Travis will contact Associated Engineering to determine which rainfall data they used in their model.

NEXT PROJECT MEETING Schedule for the end of February, possibly in Lloydminster to include developers to discuss lake design

The foregoing is considered to be a true and accurate record of all items discussed. If any discrepancies or inconsistencies are noted, please contact myself or David Yue.

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014 Project Meeting No.3 – January 23, 2015

Travis Hnidan, EIT Project Engineer Sameng Inc.

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1500 Baker Centre, 10025-106 Street Edmonton, AB T5J 1G3 Phone: (780) 482-2557 Fax: (780) 482-2538 david.yue@sameng.com www.sameng.com

Meeting Brief Client: Project: Sameng File No:

City of Lloydminster Stormwater Master Plan 2014 1209

Meeting No:

Husky Stakeholder Consultation

Date & Time:

April 9, 2015 2:30 PM to 3:30 PM

Location:

Main Boardroom â&#x20AC;&#x201C; City of Lloydminster Operations Centre Building

Attendees: City of Lloydminster Sheena Zimmerman (SZ) ........... szimmerman@lloydminster.ca Sameng Inc. David Yue (DY) .......................... david.yue@sameng.com Husky Energy. Richard Wittner (RW) ................. Richard.Wittner@huskyenergy.com Ben Tao (BT) .............................. Benedict.Tao@huskyenergy.com Distribution: Attendees

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014 Husky Stakeholder Consultation – April 9, 2015

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Action MEETING OVERVIEW This is a stakeholder consultant meeting with Husky Energy to discuss the Stormwater Master Plan currently underway and its findings. Any comments made by Husky Energy will be considered in the preparation of the master plan. RELEVANT MASTER PLAN RESULTS DY presented the scope of the stormwater master plan which includes: § Developing a surface and pipe system computer model to simulate the rainfall runoff flows. This has now been completed. § The study area of the project includes lands that are upstream of the City (within Vermillion River County) and, major drainage courses and wetland facilities downstream in the MDs of Wilton and Britannia. § The status of the project is that the project team has completed the evaluation of the existing drainage infrastructure and has identified areas of strength and weaknesses. § The plan is to solicit stakeholder input while the master drainage plan is being developed. In this way, it is hoped that the drainage master plan will provide as broad a benefit as possible. § The current schedule for the completion of the master plan is June 2015. DY also presented the watershed plan with particular description of the areas tributary to the Northwest Drainage Channel. Of note is that a significant portion of the existing City of Lloydminster’s drainage discharge through the Northwest Drainage Channel. Upstream, the Channel currently collects from a large area of agricultural lands. These lands will likely develop in the future. Sameng is currently examining the hydraulic capacities of all major infrastructure within the Northwest Drainage Channel. At one location, located to the east edge of the Husky Refinery, where the Channel crosses under the Husky rail spur, the project team has identified a potential capacity concern. In Sameng’s MIKE URBAN model of stormwater flows, the 2100 mm diameter pipe that crosses the rail spur becomes surcharged during the 1:100 year storm event. During peak flow periods, the water will overtop the rail spur. As a portion of the refinery is lower in elevation than the rail spur, these areas would be vulnerable to flooding. DY presented a map that delineated the vulnerable areas using LiDAR information. Richard and Ben expressed concern about what this flooding would mean for Husky’s site operation. They requested further information be provided. BT indicated that Sameng will work with the City to provide more information when everything is finalized. Much discussion regarding solutions followed. Some of these include: § The master plan may propose a diversion of the flow at an upstream point, away from the Northwest Drainage Channel. § Upgrading the 2100 mm pipe section to have more capacity. The

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Husky Stakeholder Consultation – April 9, 2015

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Action concern with this option is the impact of the water downstream to Lake V and the surrounding developments. It was concluded that Sameng will be developing feasible options and cost estimates as part of the Master Plan. OTHER HUSKY LANDS Discussion on the servicing of other Husky lands took place. As these lands have adjacent storm infrastructure, their servicing is simply connecting with a local storm system that complies with the City’s standards. For simplicity, these are not recorded here. FOLLOW UP Sameng will investigate the potential flooding mechanism and risk for the Husky site and provide further information to Husky.

The foregoing is considered to be a true and accurate record of all items discussed. If any discrepancies or inconsistencies are noted, please contact David Yue.

David Yue, P.Eng. Project Manager Sameng Inc.

1500 Baker Centre, 10025-106 Street Edmonton, AB T5J 1G3 Phone: (780) 482-2557 Fax: (780) 482-2538 travis.hnidan@sameng.com www.sameng.com

Meeting Brief Client: Project: Sameng File No:

City of Lloydminster Stormwater Master Plan 2014 1209

Meeting No:

Brentwood Stakeholder Consultation

Date & Time:

April 10, 2015 â&#x20AC;&#x201C; 2:30 PM to 3:00 PM

Location:

Main Boardroom â&#x20AC;&#x201C; City of Lloydminster Operations Centre Building

Distribution: Attendees

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014

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Brentwood Stakeholder Consultation – April 10, 2015

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Action MEETING OVERVIEW This meeting is a stakeholder consultant meeting with Brentwood Developments to discuss the Stormwater Master Plan currently underway. The main purpose of the meeting is to share information of the Master Plan findings and to obtain input from the major landowners of their drainage concerns. The Master Plan will take the stakeholder concerns into consideration. RELEVANT MASTER PLAN RESULTS Sameng introduced the Storm Water Master Plan and the approach being used. The study is well underway and the project team has a good understanding of the existing system’s strengths and deficiencies. The Master Plan is scheduled for completion by the end of June 2015. Brentwood owns two parcels of land on the west side of Lloydminster, south of Highway 16. Construction on their east parcel is completed and the other will be graded this year. Kyle explained that a storm pipe stub was constructed to the south to allow for residential development and storm drainage from the south to flow north. David explained that, although there are capacity concerns with the Northwest Drainage Channel, it makes the most sense for Brentwood’s lands to continue draining to the Northwest Drainage Channel as infrastructure is in place to service the land. Upgrades to improve the capacity of the Northwest Drainage Channel will be identified in the Master Plan. The cost associated with such will be incorporated, by the City, into future storm improvement levies. Kyle said that Brentwood intends to develop the remaining lands as highway commercial similar to the current development. The master plan’s project team can contact Prism Engineering Inc. for more information on their developments. FOLLOW UP There are no specific follow ups identified. Sameng will continue to develop the Stormwater Master Plan and will advise if further input or consultation is necessary.

The foregoing is considered to be a true and accurate record of all items discussed. If any discrepancies or inconsistencies are noted, please contact myself or David Yue.

Travis Hnidan, M.Sc., E.I.T. Project Engineer Sameng Inc.

1500 Baker Centre, 10025-106 Street Edmonton, AB T5J 1G3 Phone: (780) 482-2557 Fax: (780) 482-2538 travis.hnidan@sameng.com www.sameng.com

Meeting Brief Client: Project: Sameng File No:

Meeting No: Date & Time: Location:

City of Lloydminster Stormwater Master Plan 2014 1209

City of Lloydminster Stakeholder Consultation April 10, 2015 â&#x20AC;&#x201C; 10:00 AM to 11:30 AM Main Boardroom â&#x20AC;&#x201C; City of Lloydminster Operations Centre Building

Attendees: City of Lloydminster Sheena Zimmerman (SZ) ........... szimmerman@lloydminster.ca Niki Burkinshaw (NB) .................. nburkinshaw@lloydminster.ca Sameng Inc. David Yue (DY) .......................... david.yue@sameng.com Travis Hnidan (TH) ..................... travis.hnidan@sameng.com Select Engineering Consultants Steve Brittain (SB) ...................... sbrittain@selecteng.ca Distribution: Attendees

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014

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City of Lloydminster Stakeholder Consultation – April 10, 2015

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Action MEETING OVERVIEW This meeting is a stakeholder consultant meeting with the City of Lloydminster to discuss the Stormwater Master Plan currently underway. The main purpose of the meeting is to share information of the Master Plan findings and to obtain input from the major landowners of their drainage concerns. The Master Plan will take the stakeholder concerns into consideration. RELEVANT MASTER PLAN RESULTS Sameng introduced the Storm Water Master Plan and the approach being used. The study is well underway and the project team has a good understanding of the existing system’s strengths and deficiencies. The Master Plan is scheduled for completion by the end of June 2015. Sameng identified potential concerns with City lands around Lake K, Parkview Lake, and the Northwest Drainage Channel. Steve Brittain is the City’s consulting engineer for many of their land development projects. He explained the reasoning for designs and provided some insight into what is planned for development. Steve explained that Parkview Lake is being pumped during the summer into the ditch that connects with Bud Miller, temporarily. He also explained that that Larson Grove has had problems with their SWMF and the design operating level continues to change. Steve has been involved in designing Lake K to increase in size and to reshape the drainage channel. Lowering Lake K may be an option but there may be restriction with elevations and crossing the highway. Steve explained that Pond U will hopefully be constructed this year. Steve explained that the ditch that drains Pond O is at capacity and in a very flat area so it may not be an option to divert some of the flow from the Northwest Drainage Channel to this area. FOLLOW UP Steve will provide some preliminary design and as-built information for drainage infrastructure that Select has been working on. Sameng will continue to develop the Stormwater Master Plan and will advise if further input or consultation is necessary.

The foregoing is considered to be a true and accurate record of all items discussed. If any discrepancies or inconsistencies are noted, please contact myself or David Yue.

Travis Hnidan, M.Sc., E.I.T. Project Engineer Sameng Inc.

1500 Baker Centre, 10025-106 Street Edmonton, AB T5J 1G3 Phone: (780) 482-2557 Fax: (780) 482-2538 travis.hnidan@sameng.com www.sameng.com

Meeting Brief Client: Project: Sameng File No:

Meeting No: Date & Time: Location:

City of Lloydminster Stormwater Master Plan 2014 1209

Lamont Stakeholder Consultation April 10, 2015 â&#x20AC;&#x201C; 1:30 PM to 2:30 PM Main Boardroom â&#x20AC;&#x201C; City of Lloydminster Operations Centre Building

Attendees: City of Lloydminster Terry Burton (TB)........................ tburton@lloydminster.ca Niki Burkinshaw (NB) .................. nburkinshaw@lloydminster.ca Sameng Inc. David Yue (DY) .......................... david.yue@sameng.com Travis Hnidan (TH) ..................... travis.hnidan@sameng.com Select Engineering Consultants Steve Brittain (SB) ...................... sbrittain@selecteng.ca Ken Sadownyk (KS) ................... ksadownyk@selecteng.ca Lamont Land Inc. Gerry Lamont (GL) ..................... gerry@lamontland.com Randy Sieben (RS) ..................... randy@lamontland.com

Distribution: Attendees

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014

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Lamont Stakeholder Consultation – April 10, 2015

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Action MEETING OVERVIEW This meeting is a stakeholder consultant meeting with Lamont Land Inc. to discuss the Stormwater Master Plan currently underway. The main purpose of the meeting is to share information of the Master Plan findings and to obtain input from the major landowners of their drainage concerns. The Master Plan will take the stakeholder concerns into consideration. RELEVANT MASTER PLAN RESULTS Sameng introduced the Storm Water Master Plan and the approach being used. The study is well underway and the project team has a good understanding of the existing system’s strengths and deficiencies. The Master Plan is scheduled for completion by the end of June 2015. Lamont owns a parcel of land south of Lloydminster, east of Highway 17 Select Engineering is Lamont’s consultant for many of this land development project. Ken Sadownyk shared the concept plan for this development which maintains current (pre development) drainage of the area, with flows leaving through a channel to the south and east. There is one stormwater management facility in this development. This development would have to receive flow from the Multiplex Pond and flow from the pipe on 49th Avenue that currently drains south. Ken said it would be helpful for Lamont’s plan if the ditch to the south that plan to discharge into was lowered. David explained that Sameng is investigating using that ditch to drain a larger area so it might be possible. Lamont was informed that the Stormwater Master Plan is expected to be completed by June and they can confirm their drainage plan for their development at that time. FOLLOW UP Sameng will continue to investigate options and will include Lamont’s plan to drain their lands to the ditch to the southeast in their investigation. Sameng will continue to develop the Stormwater Master Plan and will advise if further input or consultation is necessary.

The foregoing is considered to be a true and accurate record of all items discussed. If any discrepancies or inconsistencies are noted, please contact myself or David Yue.

Travis Hnidan, M.Sc., E.I.T. Project Engineer Sameng Inc.

1500 Baker Centre, 10025-106 Street Edmonton, AB T5J 1G3 Phone: (780) 482-2557 Fax: (780) 482-2538 travis.hnidan@sameng.com www.sameng.com

Meeting Brief Client: Project: Sameng File No:

City of Lloydminster Stormwater Master Plan 2014 1209

Meeting No:

Musgrave Stakeholder Consultation

Date & Time:

April 10, 2015 â&#x20AC;&#x201C; 3:30 PM to 5:00 PM

Location:

Main Boardroom â&#x20AC;&#x201C; City of Lloydminster Operations Centre Building

Attendees: City of Lloydminster Terry Burton (TB)........................ tburton@lloydminster.ca Niki Burkinshaw (NB) .................. nburkinshaw@lloydminster.ca Sameng Inc. David Yue (DY) .......................... david.yue@sameng.com Travis Hnidan (TH) ..................... travis.hnidan@sameng.com Musgrave Agencies Kevin Musgrave (KM) ................. kmusgrave@musgraveagencies.com Paul Desroches (PD) .................. pdesroches@musgraveagencies.com Watt Consulting Group David Watt (DW)......................... dawatt@wattconsultinggroup.com Terry Van Staden (TV)................ tvanstaden@wattconsultinggroup.com Select Engineering Consultants Steven Brittain (SB) .................... sbrittain@selecteng.ca Distribution: Attendees

MEETING NOTES City of Lloydminster – Stormwater Master Plan 2014

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Musgrave Stakeholder Consultation – April 10, 2015

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Action MEETING OVERVIEW This meeting is a stakeholder consultant meeting with Musgrave Agencies to discuss the Stormwater Master Plan currently underway. The main purpose of the meeting is to share information of the Master Plan findings and to obtain input from the major landowners of their drainage concerns. The Master Plan will take the stakeholder concerns into consideration. RELEVANT MASTER PLAN RESULTS Sameng introduced the Storm Water Master Plan and the approach being used. The study is well underway and the project team has a good understanding of the existing system’s strengths and deficiencies. The Master Plan is scheduled for completion by the end of June 2015. Musgrave owns lands in southwest, southeast, and northwest Lloydminster. Watt Consulting Group is the Musgrave’s consultant for most of their developments, although Select Engineering also consults for Musgrave. Terry explained that the Province of Saskatchewan wants to maintain drainage to the south and east for the yet undeveloped land south of Lloydminster, and that the City of Lloydminster also wants drainage south of Lloydminster to flow east rather than through the existing system. David Yue stressed that the Stormwater Master Plan will attempt to relieve current capacity concerns in the existing system by finding alternate outlets for storm drainage. David Watt shared Watt’s concept plan that is based off the Associated Engineering 2009 Storm Drainage Master Plan. It shows future lakes and their connections to the existing drainage system for the southern portion of Lloydminster, including the drainage of Parkview Lake. Their concept plan shows drainage connecting to the existing system. Kevin explained that connecting to the existing system provided constraints on their design and they would like to bring Lakeside Pond higher. David Yue said it might be possible to drain Parkview Lake to the Northwest Drainage Channel, or further south to a drainage ditch, so that Musgrave would not have to receive its flows in their developments. Investigating alternate drainage routes that are not in the current Storm Drainage Master Plan, opens up possibilities for future land development. FOLLOW UP Sameng will continue to investigate options for drainage and will include Musgrave’s plans in their model for evaluation. Sameng will continue to develop the Stormwater Master Plan and will advise if further input or consultation is necessary.

The foregoing is considered to be a true and accurate record of all items discussed. If any discrepancies or inconsistencies are noted, please contact myself or David Yue. Travis Hnidan, M.Sc., E.I.T. Project Engineer Sameng Inc.

Appendix B: Design Rainfall Events Stormwater Master Plan 2015

Appendix B: Design Rainfall Events

Sameng Inc.

City of Lloydminster

Appendix B â&#x20AC;&#x201C; Rainfall Events Stormwater Master Plan 2015

City of Lloydminster

Table B-1: City of Lloydminster IDF Curves (Rainfall Intensity in mm/hr) Time Mins. Hrs. 5 6 7 8 9 10 11 12 13 14 15 0.25 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 0.5 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 0.75 46 47 48 49 50 51 52 53 54 55

2-year 81.0 74.8 69.6 65.2 61.3 57.9 54.9 52.2 49.8 47.7 45.7 43.9 42.3 40.8 39.4 38.1 36.9 35.7 34.7 33.7 32.8 31.9 31.1 30.3 29.6 28.9 28.3 27.6 27.0 26.5 25.9 25.4 24.9 24.5 24.0 23.6 23.1 22.7 22.4 22.0 21.6 21.3 20.9 20.6 20.3 20.0 19.7 19.4 19.2 18.9 18.6

5-year 126 115 106 98.8 92.4 86.8 82.0 77.7 73.9 70.4 67.4 64.6 62.0 59.7 57.5 55.5 53.7 52.0 50.4 48.9 47.5 46.2 45.0 43.8 42.7 41.7 40.7 39.8 38.9 38.1 37.3 36.5 35.8 35.1 34.4 33.8 33.1 32.6 32.0 31.4 30.9 30.4 29.9 29.4 29.0 28.6 28.1 27.7 27.3 26.9 26.6

Sameng Inc.

Return Frequency 10-year 25-year 152 190 139 173 129 159 120 148 112 138 105 130 100 122 94.4 116 89.8 110 85.7 105 82.0 100 78.6 95.9 75.5 92.1 72.6 88.5 70.0 85.3 67.6 82.3 65.4 79.5 63.3 77.0 61.4 74.6 59.6 72.3 57.9 70.3 56.3 68.3 54.8 66.5 53.4 64.7 52.0 63.1 50.8 61.5 49.6 60.1 48.4 58.7 47.4 57.3 46.3 56.1 45.4 54.9 44.4 53.8 43.5 52.7 42.7 51.6 41.9 50.6 41.1 49.7 40.3 48.7 39.6 47.9 38.9 47.0 38.2 46.2 37.6 45.4 37.0 44.7 36.4 43.9 35.8 43.2 35.3 42.6 34.7 41.9 34.2 41.3 33.7 40.7 33.2 40.1 32.7 39.5 32.3 38.9

B-1

50-year 207 189 175 163 152 143 135 128 122 116 111 106 102 98.3 94.7 91.4 88.4 85.6 83.0 80.5 78.2 76.0 74.0 72.1 70.3 68.6 67.0 65.4 64.0 62.6 61.2 60.0 58.8 57.6 56.5 55.4 54.4 53.5 52.5 51.6 50.7 49.9 49.1 48.3 47.6 46.8 46.1 45.5 44.8 44.2 43.6

100-year 231 219 208 199 190 182 175 168 162 157 151 146 142 138 134 130 126 123 120 117 114 111 109 106 104 102 100 97.6 95.7 93.9 92.1 90.4 88.7 87.2 85.6 84.2 82.8 81.4 80.1 78.8 77.6 76.4 75.3 74.2 73.1 72.0 71.0 70.0 69.1 68.2 67.3

Appendix B â&#x20AC;&#x201C; Rainfall Events Stormwater Master Plan 2015 Time Mins. Hrs. 56 57 58 59 60 1 65 70 75 1.25 80 85 90 1.5 95 100 105 1.75 110 115 120 2 180 3 240 4 300 5 360 6 420 7 480 8 540 9 600 10 660 11 720 12 780 13 840 14 900 15 960 16 1020 17 1080 18 1140 19 1200 20 1260 21 1320 22 1380 23 1440 24

City of Lloydminster

2-year 18.4 18.2 17.9 17.7 17.5 16.4 15.5 14.8 14.0 13.4 12.8 12.3 11.8 11.4 11.0 10.6 10.3 7.47 5.95 4.98 4.31 3.81 3.42 3.11 2.86 2.65 2.47 2.31 2.18 2.06 1.96 1.86 1.78 1.70 1.64 1.57 1.51 1.46 1.41

5-year 26.2 25.9 25.5 25.2 24.9 23.4 22.1 20.9 19.9 19.0 18.2 17.4 16.7 16.1 15.5 15.0 14.5 10.5 8.37 7.01 6.05 5.35 4.81 4.37 4.02 3.72 3.47 3.25 3.06 2.90 2.75 2.62 2.50 2.39 2.30 2.21 2.13 2.05 1.98

Sameng Inc.

Return Frequency 10-year 25-year 31.8 38.4 31.4 37.9 31.0 37.4 30.6 36.9 30.2 36.4 28.4 34.2 26.8 32.3 25.4 30.6 24.2 29.1 23.0 27.7 22.0 26.5 21.1 25.4 20.3 24.4 19.5 23.5 18.8 22.6 18.1 21.8 17.5 21.1 12.7 15.3 10.1 12.1 8.41 10.1 7.25 8.71 6.40 7.68 5.74 6.89 5.22 6.26 4.79 5.74 4.43 5.32 4.13 4.95 3.87 4.64 3.64 4.37 3.44 4.13 3.26 3.91 3.10 3.73 2.96 3.56 2.84 3.40 2.72 3.26 2.61 3.13 2.52 3.02 2.43 2.91 2.34 2.81

B-2

50-year 43.0 42.4 41.8 41.3 40.7 38.3 36.1 34.3 32.6 31.1 29.7 28.5 27.3 26.3 25.3 24.5 23.7 17.1 13.6 11.3 9.77 8.62 7.74 7.03 6.45 5.97 5.56 5.21 4.90 4.63 4.40 4.18 3.99 3.82 3.66 3.52 3.39 3.27 3.16

100-year 66.4 65.5 64.7 63.9 63.1 59.5 56.3 53.4 50.9 48.6 46.5 44.5 42.8 41.2 39.7 38.3 37.0 26.7 21.0 17.5 15.0 13.1 11.7 10.6 9.70 8.94 8.30 7.75 7.27 6.85 6.48 6.16 5.86 5.59 5.35 5.13 4.93 4.74 4.57

Appendix B â&#x20AC;&#x201C; Rainfall Events Stormwater Master Plan 2015

City of Lloydminster

Table B-2: City of Lloydminster Chicago Distribution (Modified) Rainfall Event (Rainfall Intensity in mm/hr) Time Mins. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240

Return Frequency

Hrs. 0

0.5

1.5

2.5

3.5

2-year

5-year

10-year

25-year

50-year

100-year

1.10 2.28 2.38 2.50 2.63 2.79 2.96 3.18 3.44 3.76 4.17 4.70 5.48 6.67 8.90 15.4 43.6 43.6 14.5 10.8 8.80 7.52 6.63 5.98 5.46 5.05 4.70 4.41 4.16 3.95 3.76 3.59 3.44 3.30 3.18 3.07 2.96 2.88 2.78 2.71 2.63 2.56 2.50 2.44 2.38 2.32 2.28 2.23 1.10

1.44 2.98 3.11 3.27 3.45 3.65 3.90 4.18 4.52 4.94 5.48 6.21 7.24 8.85 11.8 20.7 59.7 59.7 19.5 14.4 11.7 9.99 8.76 7.90 7.22 6.66 6.20 5.81 5.48 5.20 4.94 4.71 4.52 4.34 4.18 4.03 3.89 3.77 3.65 3.55 3.45 3.36 3.27 3.19 3.11 3.04 2.97 2.91 1.44

1.68 3.47 3.63 3.82 4.02 4.26 4.54 4.87 5.27 5.78 6.41 7.26 8.46 10.3 13.9 24.3 70.6 70.6 22.8 16.9 13.7 11.7 10.3 9.28 8.44 7.79 7.24 6.79 6.41 6.06 5.77 5.50 5.27 5.06 4.87 4.70 4.54 4.40 4.26 4.14 4.02 3.91 3.81 3.71 3.63 3.54 3.47 3.39 1.67

1.97 4.07 4.26 4.48 4.72 5.00 5.34 5.73 6.20 6.79 7.54 8.52 9.93 12.2 16.4 28.7 84.4 84.4 27.0 19.9 16.1 13.8 12.2 10.9 9.93 9.18 8.52 8.02 7.54 7.13 6.78 6.48 6.20 5.96 5.72 5.53 5.34 5.16 5.00 4.86 4.72 4.59 4.48 4.37 4.26 4.16 4.07 3.98 1.96

2.18 4.50 4.72 4.96 5.23 5.54 5.91 6.35 6.88 7.52 8.36 9.50 11.0 13.6 18.2 31.9 94.2 94.2 30.0 22.1 17.9 15.3 13.5 12.1 11.0 10.2 9.42 8.85 8.36 7.91 7.52 7.18 6.87 6.59 6.35 6.12 5.91 5.72 5.54 5.38 5.23 5.09 4.96 4.83 4.72 4.61 4.50 4.41 2.17

3.20 6.62 6.93 7.29 7.68 8.15 8.69 9.33 10.1 11.0 12.3 13.9 16.3 19.9 26.8 47.0 138 138 44.3 32.6 26.4 22.5 19.8 17.8 16.2 15.0 13.9 13.1 12.3 11.6 11.0 10.5 10.1 9.70 9.32 8.99 8.69 8.40 8.14 7.91 7.68 7.48 7.29 7.10 6.93 6.77 6.61 6.47 3.18

Sameng Inc.

B-3

Appendix B â&#x20AC;&#x201C; Rainfall Events Stormwater Master Plan 2015

City of Lloydminster

Table B-3: City of Lloydminster Huff Distribution Rainfall Event (Rainfall Intensity in mm/hr) Time Mins. 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255 270 285 300 315 330 345 360 375 390 405 420 435 450 465 480 495 510 525 540 555 570 585 600 615 630 645 660 675 690 705 720 735

Return Frequency

Hrs. 0

2-year

5-year

10-year

25-year

50-year

100-year

0.00 0.26 0.52 0.79 1.05 1.40 2.10 2.79 3.50 4.20 4.67 4.79 4.91 5.04 5.16 5.09 4.88 4.67 4.45 4.24 4.02 3.79 3.57 3.34 3.12 2.93 2.74 2.55 2.37 2.19 2.06 1.92 1.78 1.64 1.54 1.48 1.43 1.37 1.31 1.26 1.20 1.15 1.10 1.04 0.99 0.94 0.89 0.85 0.80 0.78

0.00 0.36 0.72 1.08 1.44 1.92 2.88 3.84 4.80 5.77 6.41 6.58 6.75 6.93 7.13 6.99 6.70 6.41 6.12 5.82 5.51 5.21 4.90 4.59 4.28 4.03 3.77 3.51 3.25 3.01 2.82 2.64 2.45 2.26 2.11 2.03 1.96 1.88 1.80 1.73 1.65 1.58 1.50 1.43 1.36 1.29 1.23 1.17 1.10 1.06

0.00 0.42 0.85 1.27 1.69 2.25 3.39 4.51 5.64 6.77 7.51 7.72 7.92 8.13 8.33 8.20 7.85 7.51 7.17 6.83 6.48 6.11 5.75 5.39 5.03 4.73 4.43 4.12 3.82 3.53 3.31 3.09 2.87 2.65 2.48 2.39 2.29 2.21 2.12 2.03 1.94 1.85 1.76 1.67 1.60 1.52 1.44 1.37 1.29 1.24

0.00 0.51 1.01 1.52 2.02 2.70 4.04 5.40 6.74 8.09 9.03 9.23 9.50 9.70 9.97 9.84 9.43 8.96 8.56 8.15 7.75 7.34 6.87 6.44 6.01 5.65 5.29 4.93 4.57 4.22 3.96 3.69 3.43 3.17 2.96 2.86 2.75 2.64 2.53 2.43 2.32 2.22 2.11 2.00 1.91 1.82 1.72 1.63 1.54 1.49

0.00 0.57 1.13 1.70 2.26 3.02 4.52 6.03 7.54 9.08 10.1 10.3 10.6 10.9 11.2 11.0 10.5 10.1 9.61 9.14 8.68 8.21 7.67 7.21 6.74 6.32 5.92 5.51 5.11 4.72 4.43 4.13 3.84 3.54 3.32 3.20 3.07 2.95 2.83 2.71 2.60 2.48 2.36 2.24 2.14 2.04 1.93 1.83 1.73 1.67

0.00 0.82 1.63 2.44 3.27 4.35 6.53 8.73 10.9 13.0 14.5 15.0 15.3 15.7 16.1 15.8 15.2 14.5 13.8 13.2 12.5 11.8 11.1 10.4 9.68 9.16 8.54 7.95 7.37 6.82 6.38 5.96 5.54 5.11 4.78 4.60 4.43 4.26 4.08 3.91 3.74 3.57 3.40 3.23 3.08 2.93 2.78 2.63 2.49 2.40

Sameng Inc.

B-4

Appendix B â&#x20AC;&#x201C; Rainfall Events Stormwater Master Plan 2015

City of Lloydminster

Time Mins. 750 765 780 795 810 825 840 855 870 885 900 915 930 945 960 975 990 1005 1020 1035 1050 1065 1080 1095 1110 1125 1140 1155 1170 1185 1200 1215 1230 1245 1260 1275 1290 1305 1320 1335 1350 1365 1380 1395 1410 1425 1440

Return Frequency

Hrs.

2-year

5-year

10-year

25-year

50-year

100-year

0.75 0.72 0.69 0.66 0.63 0.61 0.58 0.55 0.53 0.52 0.51 0.51 0.50 0.49 0.49 0.48 0.48 0.47 0.47 0.46 0.45 0.45 0.44 0.43 0.43 0.42 0.42 0.41 0.39 0.38 0.36 0.35 0.33 0.33 0.32 0.31 0.30 0.29 0.28 0.27 0.25 0.24 0.23 0.22 0.20 0.19 0.18

1.02 0.99 0.95 0.91 0.87 0.83 0.79 0.75 0.73 0.71 0.71 0.70 0.69 0.68 0.67 0.66 0.66 0.65 0.64 0.63 0.62 0.61 0.61 0.60 0.59 0.58 0.57 0.56 0.54 0.52 0.50 0.48 0.46 0.45 0.44 0.43 0.42 0.40 0.38 0.37 0.35 0.33 0.32 0.30 0.28 0.26 0.25

1.20 1.16 1.11 1.07 1.02 0.98 0.93 0.88 0.85 0.84 0.83 0.82 0.81 0.80 0.79 0.78 0.77 0.76 0.75 0.74 0.73 0.72 0.71 0.70 0.69 0.68 0.67 0.66 0.63 0.61 0.58 0.56 0.54 0.53 0.51 0.50 0.49 0.47 0.45 0.43 0.41 0.39 0.37 0.35 0.33 0.31 0.29

1.44 1.38 1.33 1.28 1.23 1.17 1.11 1.06 1.02 1.00 0.99 0.98 0.96 0.96 0.94 0.93 0.92 0.91 0.90 0.88 0.88 0.86 0.85 0.84 0.83 0.82 0.80 0.79 0.75 0.73 0.70 0.67 0.65 0.63 0.62 0.60 0.58 0.56 0.54 0.52 0.49 0.47 0.44 0.42 0.39 0.37 0.35

1.61 1.55 1.49 1.43 1.37 1.31 1.24 1.18 1.13 1.12 1.11 1.09 1.08 1.07 1.05 1.04 1.03 1.01 1.00 0.99 0.97 0.96 0.95 0.93 0.93 0.91 0.90 0.88 0.85 0.81 0.78 0.75 0.72 0.71 0.69 0.67 0.65 0.63 0.60 0.58 0.55 0.52 0.50 0.47 0.44 0.42 0.39

2.32 2.24 2.15 2.06 1.97 1.88 1.80 1.70 1.64 1.62 1.60 1.58 1.56 1.54 1.52 1.50 1.49 1.47 1.45 1.43 1.41 1.39 1.37 1.35 1.33 1.31 1.30 1.27 1.23 1.17 1.13 1.08 1.05 1.02 0.99 0.97 0.94 0.91 0.87 0.83 0.79 0.75 0.72 0.68 0.64 0.60 0.56

Sameng Inc.

B-5

Appendix C: 2005 Rainfall Event Photographs Stormwater Master Plan 2015

Appendix C: 2005 Rainfall Event Photographs

Sameng Inc.

City of Lloydminster

Figure C-1: North berm of Lake K, facing southeast

Figure C-2: Lake K, facing east along north berm

Figure C-3: 37th Avenue, facing north from north berm of Lake K

Figure C-4: Flooding of Lake V northeast outlet, facing southwest

Figure C-5: Road ditch northeast of Lake V, facing north

Figure C-6: East Drainage Channel spilling over 67th Street road crossing, facing east

Appendix D: Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Appendix D: Summary of Stormwater Management Facilities Bud Miller Lake (Lake G) HWY 17 HWY 1A Jaycee Lake (Lake J) Lake C Lake D Lake H Lake K Lake L Lake N Lake V Lakeside Pond (Pond 5) Larsen Grove Multiplex Parkview Lake (Pond 1) Pond 2 Pond O

Sameng Inc.

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Bud Miller Lake (Lake G) General Information Facility Type Catchment Area

Wet Pond 483 ha

100 Year Event Peak Pipe Flows

Inlet

Open Channel (west) – inv. 659.00m

peak inflow (channel): 1,200 L/s

Outlet Control structure Year of Construction

2x 300mm culvert (southeast) inv. 660.52m/660.61m (outflow @ elev. 660.52m) Culvert only 1987

peak outflow: 180 L/s (excl. SWMF overflow) 100-Year Release Rate 0.37 L/s/ha

Elevation, Depth and Storage Information

Building Flooding 100-year 4-hour 100-year 24-hour Surface Overflow to Downstream 5-year 4-hour Normal Water Level (NWL) Bottom

Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

661.50 661.50 661.41 661.10 660.62 660.40 653.50

1.10 1.10 1.01 0.70 0.22 0 -6.90

49,000 49,000 45,000 30,000 7,900 0 121,000 (Dead Storage)

Note: Storage in italic was estimated/extrapolated (as it is above the overflow elevation)

Stage – Storage Curve 662.0

Building Flooding 100yr-4hr 100yr-24hr

Elevation (m)

661.5

Overflow 661.0

5yr-4hr 660.5 NWL

660.0 0

20,000

40,000

Live Storage Volume (m 3 )

Sameng Inc.

D-1

60,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Bud Miller Lake (Lake G) Geographic Information Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

Sameng Inc.

D-2

College

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

HW 17 General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 20 ha 600mm culvert (southwest) – inv. 638.37m Open channel (inv. 638.35) flowing to 900mm culvert (east) - inv. 636.76m (outflow @ elev. 638.35m) Open channel and Culvert only < 2004

100 Year Event Peak Pipe Flows See Note 1 See Note 1 (SWMF overflows) 100-Year Release Rate -

Note 1: Due to the characteristics of this SWMF and of the catchment area, it is not possible to accurately determine this information.

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

639.97 639.85 639.40 639.00 638.60 638.35 N/A

1.62 1.50 1.05 0.65 0.25 0 -

18,000 16,000 8,700 4,000 1,100 0 -

100-year 4-hour 100-year 24-hour Surface Overflow to Downstream Building Flooding 5-year 4-hour Normal Water Level (NWL) Bottom

Note: Storage in italic was estimated/extrapolated (as pond is not well defined above 638.50m)

Stage – Storage Curve 640.0

100yr-4hr 100yr-24hr

639.5

Elevation (m)

Overflow

639.0

Building Flooding

5yr-4hr 638.5 NWL

638.0 0

5,000

10,000 Live Storage Volume

Sameng Inc.

15,000

(m3 )

D-3

20,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

HW 17 Geographic Information Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

50 Avenue

639.97 (100-yr)

67 Street

65 Street

Sameng Inc.

D-4

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

HW 1A General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 37 ha 1500mm (southwest) – inv. 654.25m 1200mm (southeast) – inv. 654.84m 1350mm (northeast) - inv. 654.40m (outflow @ elev. 656.50m) Pipe only ≈ 2005-2011

100 Year Event Peak Pipe Flows peak inflow: 2,500 L/s peak inflow: 0 L/s peak outflow: 1,600 L/s 100-Year Release Rate 43 L/s/ha

Note: The drainage basin of this stormwater management facility is being developed; these values will change as development happens.

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

661.70 661.60 657.31 657.06 656.92 656.50 654.00

5.20 5.10 0.81 0.66 0.42 0 -2.50

92,000 89,000 7,900 5,200 3,800 0 -

Building Flooding Surface Overflow to Downstream 100-year 4-hour 100-year 24-hour 5-year 4-hour Normal Water Level (NWL) Bottom

Note: Storage in italic was estimated/extrapolated (as it is above the overflow elevation)

Stage – Storage Curve 658.5

Elevation (m)

658.0

657.5 100yr-4hr

100yr-24hr

657.0

5yr-4hr

656.5 0

5,000

10,000

15,000

Live Storage Volume (m3 )

Sameng Inc.

D-5

20,000

NWL 25,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

HW 1A Geographic Information Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

656.50 (NWL)

Sameng Inc.

D-6

City of Lloydminster

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Jaycee Lake (Lake J) General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 1016 ha 1650mm (southwest) – inv. 639.41m 1800mm (southeast) – inv. 639.95m 2x 1650mm culverts (north) inv. 642.62m/642.65m (outflow @ elev. 642.62m) Channel and Culvert only 1979

100 Year Event Peak Pipe Flows peak inflow: 6,000 L/s peak inflow: 2,200 L/s peak inflow: 300 L/s peak outflow: 2,300 L/s 100-Year Release Rate 2.3 L/s/ha

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

645.50 645.00 644.50 644.36 644.16 644.10 643.52 642.50 640.00

3.00 2.50 2.00 1.86 1.66 1.60 1.02 0 -2.50

100,000 77,000 56,000 51,000 43,000 41,000 22,000 0 -

Surface Overflow to Downstream Building Flooding 100-year (design) 100-year 4-hour 100-year 24-hour 25-year (design) 5-year 4-hour Normal Water Level (NWL) Bottom

Stage – Storage Curve 645.5

Overflow

645.0

Building Flooding

Elevation (m)

644.5 100yr-4hr 100yr-24hr 644.0

5yr-4hr

643.5

643.0

642.5 0

10,000

20,000

30,000

40,000

50,000

60,000

70,000

Live Storage Volume (m3 )

Sameng Inc.

D-7

80,000

90,000

NWL 100,000 110,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Jaycee Lake (Lake J) Geographic Information

32 Street Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

644.36 (100-yr)

642.50 (NWL)

Sameng Inc.

D-8

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake C General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 150 ha 750mm (west) – inv. 652.04m 1650mm (southwest) – inv. 649.63m 1200mm (east) - inv. 652.16m (outflow @ elev. 652.25m) Weir @ elev. 652.25m (2.4m wide) 2008

100 Year Event Peak Pipe Flows peak inflow: 1,600 L/s peak inflow: 4,400 L/s peak inflow: 2,200 L/s peak outflow: 1,100 L/s 100-Year Release Rate 7.3 L/s/ha

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

656.15 655.00 653.89 653.34 652.64 652.25 649.50

3.90 2.75 1.64 1.09 0.39 0 -2.75

100,000 64,000 35,000 22,000 7,600 0 -

Surface Overflow to Downstream Building Flooding 100-year 4-hour 100-year 24-hour 5-year 4-hour Normal Water Level (NWL) Bottom

Stage – Storage Curve 656.5 Overflow 656.0 655.5

Elevation (m)

655.0

Building Flooding

654.5 654.0

100yr-4hr

653.5 100yr-24hr 653.0 5yr-4hr

652.5

NWL 652.0 0

20,000

40,000

60,000

80,000

Live Storage Volume (m3 )

Sameng Inc.

D-9

100,000

120,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake C Geographic Information

52 Avenue 18 Street

653.89 (100-yr)

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

Sameng Inc.

D-10

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake D General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 30.1 ha 900mm (west) – inv. 648.18m 600mm (north) – inv. 649.79m Unknown 548mmØ Orifice @ 648.16m centerline with 2.4m wide overflow weir @ 650.00m 2012

100 Year Event Peak Pipe Flows peak inflow: 2,000 L/s peak inflow: 510 L/s N/A 100-Year Release Rate -

Note: The drainage basin of this stormwater management facility is being developed; these values will change as development happens.

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

652.20 651.60 650.00 648.00 N/A

4.20 3.60 2.00 0 -

0 -

Building Flooding Surface Overflow to Downstream HWL (design) 100-year 4-hour 100-year 24-hour 5-year 4-hour Normal Water Level (NWL) Bottom

Note: Pipe outlet information and LiDAR information was unavailable; such that accurate modeled water elevations are not available.

Stage – Storage Curve Stage Storage Curve is not available (LiDAR not available as SWMF was under construction)

Sameng Inc.

D-11

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

Lake D Geographic Information

47 Avenue

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

14 Street

Sameng Inc.

D-12

City of Lloydminster

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake H General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 651 ha 1800mm (southwest) – inv. 651.01m 1050mm (north) – inv. 651.50m 750mm (northeast) - inv. 651.09m (outflow @ elev. 654.00 (control)) 2.0m wide weir @ 654.00 1980

100 Year Event Peak Pipe Flows peak inflow: 6,800 L/s peak inflow: 2,400 L/s peak inflow: 500 L/s peak outflow: 1,100 L/s 100-Year Release Rate 1.7 L/s/ha

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

656.60 656.40 656.14 655.83 654.53 654.00 651.00

2.60 2.40 2.14 1.83 0.53 0 -3.00

80,000 72,000 63,000 52,000 13,000 0 -

Surface Overflow to Downstream Building Flooding 100-year 4-hour 100-year 24-hour 5-year 4-hour Normal Water Level (NWL) Bottom

Stage – Storage Curve 657.0

Overflow

656.5

Building Flooding 100yr-4hr Elevation (m)

656.0 100yr-24hr 655.5

655.0

5yr-4hr

654.5

654.0 0

20,000

40,000

60,000

Live Storage Volume (m3 )

Sameng Inc.

D-13

80,000

NWL 100,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

Lake H Geographic Information

53 Avenue

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

25 Street

Sameng Inc.

D-14

City of Lloydminster

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake K General Information Facility Type Catchment Area Inlet

Wet Pond 1550 ha Open Channel (northwest) – inv. 637.50m 600mm culvert (northeast) - inv. 636.96m (outflow @ elev. 637.75m (control)) 15m wide weir @ 637.75m and 600mm culvert 1979

Outlet Control structure Year of Construction

100 Year Event Peak Pipe Flows peak inflow: 8,000 L/s peak outflow: 910 L/s (excl. SWMF overflow) 100-Year Release Rate 0.59 L/s/ha

Elevation, Depth and Storage Information Water Elevation (m) Building Flooding 100-year 4-hour 100-year 24-hour Surface Overflow to Downstream 25-year (interim design) 5-year 4-hour Normal Water Level (NWL) Bottom (interim)

Depth to NWL (m)

Total Live Storage 3 (m )

3.95 2.52 2.50 1.95 1.75 1.73 0 -0.25

199,000 120,000 119,000 101,000 81,000 80,000 0 -

641.70 640.27 640.25 639.90 639.50 639.48 637.75 ≈ 637.50

Note: Storage in italic was estimated/extrapolated (as pond is not well defined above 637.75m – lots of overflow to surrounding lands) Note: The original design shows future plans to deepen the west ditch, have the SWMF bottom at 632.0m with a NWL of 634.0m and a 100-yr WL of 636.0m. Newly provided plans for the Wigfield Industrial Park (June 2014) shows Lake K with a proposed NWL of 634.50m and a HWL of 637.23m.

Stage – Storage Curve 642.0 Building Flooding 641.5 641.0

Elevation (m)

640.5 100yr-4hr 100yr-24hr 640.0

Overflow

639.5

5yr-4hr

639.0 638.5 638.0 NWL 637.5 0

40,000

80,000

120,000

160,000

Live Storage Volume (m 3)

Sameng Inc.

D-15

200,000

240,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake K

Sameng Inc.

D-16

Channel

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

East Drainage

Geographic Information

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake L General Information Facility Type Catchment Area Inlet

Outlet Control structure Year of Construction

Wet Pond 86 ha 1650mm (west) – inv. 653.05m 750mm (southwest) – inv. 651.90m 1200mm (east) – inv. 653.87m (outflow @ elev. 655.79m) 675mm (southeast) - inv. 655.09m (outflow @ elev. 656.80m) Pipe only 1994

100 Year Event Peak Pipe Flows peak inflow: 4,200 L/s peak inflow: 1,400 L/s peak inflow: 2,300 L/s peak outflow: 180 L/s peak inflow: 490 L/s peak outflow: 470 L/s 100-Year Release Rate 7.6 L/s/ha

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

659.40 659.20 657.88 657.60 657.51 657.00 656.40 655.80 651.80

3.60 3.40 2.08 1.80 1.71 1.20 0.60 0 -4.00

105,000 97,000 54,000 46,000 43,000 29,000 14,000 0 -

Surface Overflow to Downstream Building Flooding 100-year 4-hour HWL (design) 100-year 24-hour 25-year (design) 5-year 4-hour Normal Water Level (NWL) Bottom

Stage – Storage Curve 659.5

Overflow Building Flooding

659.0

Elevation (m)

658.5

658.0

100yr-4hr 100yr-24hr

657.5

657.0

656.5

5yr-4hr

656.0 NWL 655.5 0

20,000

40,000

60,000

80,000

Live Storage Volume (m3 )

Sameng Inc.

D-17

100,000

120,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake L Geographic Information

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

36 Street

Sameng Inc.

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Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake N General Information Facility Type Catchment Area

Wet Pond 1952 ha Open Channel (southeast) – inv. 632.09m Open Channel (northwest) – inv. 633.25m 1067mm (northeast) - inv. 631.89m (outflow @ elev. 633.00m(control)) 2.4m wide weir @ 633.00m 1980

Inlet Outlet Control structure Year of Construction

100 Year Event Peak Pipe Flows peak inflow: 9,900 L/s peak inflow: 11,600 L/s peak outflow: 4,000 L/s (excl. SWMF overflow) 100-Year Release Rate 2.0 L/s/ha

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

637.22 637.22 636.90 635.60 634.83 634.27 633.00 630.46

4.22 4.22 3.90 2.60 1.63 1.27 0 -2.54

191,000 191,000 170,000 98,000 66,000 48,000 0 -

100-year 4-hour 100-year 24-hour Surface Overflow to Downstream Building Flooding 25-year (design) 5-year 4-hour Normal Water Level (NWL) Bottom

Note: Storage in italic was estimated/extrapolated (as SWMF is not well defined above 635.25m).

Stage – Storage Curve 637.5 100yr-4hr 100yr-24hr Overflow

637.0 636.5

Elevation (m)

636.0 Building Flooding

635.5 635.0 634.5

5yr-4hr 634.0 633.5 633.0 0

40,000

80,000

120,000

Live Storage Volume (m 3 )

Sameng Inc.

D-19

160,000

NWL 200,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake N Geographic Information

37 Avenue

Railroad

East Drainage Channel

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

Sameng Inc.

D-20

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake V General Information Facility Type Catchment Area

Inlet

Outlet Control structure Year of Construction

Wet Pond (Northwest Drainage Channel) 3097 ha Open Channel - (south) – inv. 656.77m 1500mm (southwest) – inv. 656.56. 675mm (northwest) – inv 636.92m 1350mm (north) – inv 634.07 1050mm (east) – inv. 636.77m 1350mm (north) - inv. 636.46m (outflow @ elev. 636.46m) Pipe only 1980

100 Year Event Peak Pipe Flows peak inflow: 39,300 L/s peak inflow: 1,900 L/s peak inflow: 1,200 L/s peak inflow: 3,600 L/s peak inflow: 880 L/s peak inflow: 1,100 L/s peak outflow: 3,100 L/s 100-Year Release Rate 1.0 L/s/ha

Note: Design drawings suggest that the outlet structure consists of three 1350mm pipes. Our model only has one outlet pipe.

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

640.42 640.30 640.26 639.10 639.00 638.71 638.10 636.50 634.00

3.92 3.80 3.76 2.60 2.50 2.21 1.60 0 -2.50

234,000 223,000 220,000 134,000 128,000 110,000 74,000 0 -

100-year 4-hour Building Flooding 100-year 24-hour Surface Overflow to Downstream 100-year (design) 5-year 4-hour 25-year (design) Normal Water Level (NWL) Bottom

Note: Storage in italic was estimated/extrapolated (as SWMF is not well defined above 639.00m).

Stage – Storage Curve 640.5

100yr-4hr Building Flooding 100yr-24hr

640.0

Elevation (m)

639.5 Overflow

639.0

5yr-4hr 638.5

638.0

637.5

637.0

636.5 0

50,000

100,000

150,000

Live Storage Volume (m3 )

Sameng Inc.

D-21

200,000

NWL 250,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lake V Geographic Information

62 Street

Highway 17 (50 Avenue)

640.42 (100-yr)

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

Sameng Inc.

D-22

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lakeside Pond (Pond 5) General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 47 ha 1800mm (west) – inv. 654.78m 600mm (east) - inv. 654.80m (outflow @ elev. 656.50 (control)) Overflow Culvert @ inv. 658.00m 75mm diameter Orifice @ 656.50 and 2.4m wide Weir @ 658.00 Under Construction (2015)

100 Year Event Peak Pipe Flows peak inflow: 6,000 L/s peak inflow: 380 L/s peak outflow: 450 L/s 100-Year Release Rate 9.6 L/s/ha

Note: The drainage basin of this stormwater management facility is being developed; these values will change as development happens.

Elevation, Depth and Storage Information

Surface Overflow to Downstream Building Flooding 100-year 4-hour 100-year 24-hour 5-year 4-hour Normal Water Level (NWL) Bottom

Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

661.00 ±659.50 656.50 654.50

4.50 3.00 0 -2.00

0 -

Note: LiDAR information was unavailable such that accurate modeled water elevations are not available.

Stage – Storage Curve Stage Storage Curve is not available (LiDAR not available as SWMF was under construction)

Sameng Inc.

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Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Lakeside Pond (Pond 5) Geographic Information 20 Street

59 Avenue

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

Sameng Inc.

D-24

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Larsen Grove General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 18 ha Unknown Pumped to channel into Lake K (estimated 200 L/s) Pumped ≈ 2012-2015

100 Year Event Peak Pipe Flows N/A N/A 100-Year Release Rate -

Note: The drainage basin of this stormwater management facility is being developed; these values will change as development happens.

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

640.50 640.30 637.10 N/A

3.40 3.20 0 -

0 -

Building Flooding Surface Overflow to Downstream 100-year 4-hour 100-year 24-hour 5-year 4-hour Normal Water Level (NWL) Bottom

Note: Local sewer pipe information was unavailable such that accurate modeled water elevations are not available.

Stage – Storage Curve Stage Storage Curve is not available

Sameng Inc.

D-25

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Larsen Grove Geographic Information Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

East Drainage Channel

40 Avenue

41 Street

Sameng Inc.

D-26

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Multiplex General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 22 ha 900mm (northwest) – inv. 649.50m 375mm (southeast) - inv. 650.28m (outflow @ elev. 651.97m) Pipe only ≈ 2006

100 Year Event Peak Pipe Flows peak inflow: 610 L/s peak inflow: 150 L/s peak outflow: 160 L/s 100-Year Release Rate 7.3 L/s/ha

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

655.30 655.20 653.85 653.68 652.68 652.00 651.33

3.30 3.20 1.85 1.68 0.68 0 -0.67

23,000 22,000 10,000 9,300 3,200 0 -

Surface Overflow to Downstream Building Flooding 100-year 4-hour 100-year 24-hour 5-year 4-hour Normal Water Level (NWL) Bottom

Stage – Storage Curve 655.5 Overflow Building Flooding 655.0

Elevation (m)

654.5

654.0 100yr-4hr 100yr-24hr

653.5

653.0 5yr-4hr 652.5

652.0 0

5,000

10,000

15,000

Live Storage Volume (m3 )

Sameng Inc.

D-27

20,000

NWL 25,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Multiplex

Highway 17 (50 Avenue)

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

51 Avenue

Geographic Information

653.85 (100-yr)

652.00 (NWL)

12 Street

Sameng Inc.

D-28

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Parkview Lake (Pond 1) General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Wet Pond 89 ha 1500mm (northwest) – inv. 654.75m 1050mm (northeast) – inv. 654.92m Pumped into channel flowing into Bud Miller Lake at south end of SWMF Pumped ≈ 2009

100 Year Event Peak Pipe Flows peak inflow: 3,200 L/s peak inflow: 2,300 L/s peak outflow: N/A 100-Year Release Rate -

Elevation, Depth and Storage Information Water Elevation (m)

Depth to NWL (m)

Total Live Storage 3 (m )

661.30 661.00 658.85 658.65 657.52 657.00 654.50

4.30 4.00 1.85 1.65 0.52 0 -2.50

175,000 154,000 53,000 46,000 12,000 0 -

Surface Overflow to Downstream Building Flooding 100-year 24-hour 100-year 4-hour 5-year 4-hour Normal Water Level (NWL) Bottom

Note: Water elevation and live storage assuming no outflow from SWMF during rainfall, and current development condition.

Stage – Storage Curve 661.5 Overflow 661.0

Building Flooding

660.5

Elevation (m)

660.0 659.5 659.0 100yr-24hr 100yr-4hr 658.5 658.0 657.5

5yr-4hr

657.0

NWL

656.5 0

40,000

80,000

120,000

Live Storage Volume (m3)

Sameng Inc.

D-29

160,000

200,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Parkview Lake (Pond 1) Geographic Information Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

Sameng Inc.

D-30

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Pond 2 General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Dry Pond 25 ha 750mm (northwest) – inv. 633.41m 375mm culvert (east) - inv. 633.01m (outflow @ elev. 633.01m) Pipe only ≈ 2009

100 Year Event Peak Pipe Flows peak inflow: 940 L/s peak outflow: 265 L/s (excl. SWMF overflow) 100-Year Release Rate 11 L/s/ha

Elevation, Depth and Storage Information

Building Flooding 100-year 4-hour 100-year 24-hour Surface Overflow to Downstream 5-year 4-hour Bottom

Water Elevation (m)

Depth to Bottom (m)

Total Live Storage 3 (m )

637.60 637.14 637.14 636.90 634.01 633.00

4.60 4.14 4.14 3.90 1.01 0

34,000 28,000 28,000 25,500 3,500 0

Note: Storage in italic was estimated/extrapolated (as SWMF is not well defined above 636.50m).

Stage – Storage Curve 638.0 Building Flooding

637.5

100yr-4hr 100yr-24hr Overflow

637.0

Elevation (m)

636.5 636.0 635.5 635.0 634.5 634.0

5yr-4hr

633.5 633.0 0

10,000

20,000

30,000

Live Storage Volume (m3 )

Sameng Inc.

D-31

NWL 40,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Pond 2

East Drainage Channel

Geographic Information

37 Avenue

Railroad

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

Sameng Inc.

D-32

Appendix D – Summary of Stormwater Management Facilities Stormwater Master Plan 2015

City of Lloydminster

Pond O General Information Facility Type Catchment Area Inlet Outlet Control structure Year of Construction

Dry Pond 128 ha 2400 (west) – inv. 642.75m 1200mm (east) - inv. 642.23m (outflow @ elev. 642.23m) Pipe only 2011

100 Year Event Peak Pipe Flows peak inflow: 11,000 L/s peak inflow: 1,000 L/s peak outflow: 2,300 L/s 100-Year Release Rate 18 L/s/ha

Note: The drainage basin of this stormwater management facility is being developed; these values will change as development happens.

Elevation, Depth and Storage Information

Building Flooding Surface Overflow to Downstream 100-year 24-hour 100-year 4-hour 5-year 4-hour Bottom

Water Elevation (m)

Depth to Bottom (m)

Total Live Storage 3 (m )

649.50 646.70 644.98 644.84 643.39 642.22

7.28 4.48 2.76 2.62 1.17 0

322,000 159,000 81,000 75,000 20,000 0

Note: Storage in italic was estimated/extrapolated (as SWMF is not well defined above 646.50m).

Stage – Storage Curve 647.0 Overflow 646.5 646.0

Elevation (m)

645.5 100yr-24hr 100yr-4hr

645.0 644.5 644.0 643.5

5yr-4hr

643.0 642.5 NWL 642.0 0

40,000

80,000

120,000

Live Storage Volume (m3 )

Sameng Inc.

D-33

160,000

Appendix D â&#x20AC;&#x201C; Summary of Stormwater Management Facilities Stormwater Master Plan 2015

Pond O Geographic Information

Legend: Storm Sewer Pipe (diameter in mm) Culvert (diameter in mm) Overland Drainage Channel Major Drainage Overflow (into SWMF) Major Drainage Overflow (out of SWMF)

Sameng Inc.

D-34

City of Lloydminster

Appendix E: Hydraulic Model Stormwater Master Plan 2015

City of Lloydminster

Appendix E: Hydraulic Model The MIKE URBAN hydraulic model and simulation results are provided in electronic format.

Sameng Inc.

Appendix F: Detailed Cost Estimates Stormwater Master Plan 2015

Appendix F: Detailed Cost Estimates

Sameng Inc.

City of Lloydminster

City of Lloydminster Stormwater Master Plan

Project No: 1209 Date: May 08, 2015

Quantities and Unit Prices Item Description 1.0 Existing System Northwest Drainage Channel 1.1 Supply & Install 5m wide Low Profile Arch (Highway Loading) 1.2 Supply & Install 5m wide Low Profile Arch (Railway Loading) 2 1.3 Earthworks, channelization north of 67 Street (15 m per l.m.) 1.4 Supply & Install 1500mm dia. CSP Culvert (3.5mm thick) Item Subtotal 2.0 Existing System East Drainage Channel 2.1 Earthworks, lowering channel from 36 Street to 44 Street 2.2 Supply & Install 1200mm dia. CSP Culvert (2.8mm thick) 2.3 Supply & Install 1800mm dia. CSP Culvert (3.5mm thick) 2.4 Supply & Install 450mm dia. Storm Pipe outlet (incl. trench and backfill) Item Subtotal 3.0 Existing System Hill Industrial 2 3.1 Earthworks, excavate overland flow path (12.5 m per l.m.) 3.2 Road regrading, 52 Street east of 59 Avenue (12.5 m2 per l.m.) Item Subtotal 4.0 Existing System West Lloydminster/Central Business District 4.1 Supply & Install 1800mm dia. Storm Pipe (incl. trench and backfill) 4.2 Supply & Install 3000mm dia. Storm Pipe (incl. trench and backfill) 4.3 Supply & Install 2700mm dia. Manhole x 2 (1800mm line) 4.4 Supply & Install Manhole Chamber x 14 (2700 mm line) 4.5 Supply & Install catch basins 4.6 Earthworks, channelization south of Golf & Country Club (15m2 per l.m.) Item Subtotal 5.0 Existing System Larsen Grove 5.1 Construct Weaver Park Campground SWMF 5.2 Supply & Install 600mm dia. Storm Pipe (incl. trench and backfill) 5.3 Supply & Install 1200mm dia. Manhole x 3 (600mm line) 5.4 Supply & Install catch basins 5.5 Earthworks, excavate overland flow path (12.5 m2 per l.m.) Item Subtotal 6.0 Existing System Colonial Park/Southridge 6.1 Supply & Install 1200mm dia. Storm Pipe (incl. trench and backfill) 6.2 Supply & Install 1500mm dia. Storm Pipe (incl. trench and backfill) 6.3 Supply & Install 1800mm dia. Storm Pipe (incl. trench and backfill) 6.4 Supply & Install 2400mm dia. Storm Pipe (incl. trench and backfill) 6.5 Supply & Install 2700mm dia. Storm Pipe (incl. trench and backfill) 6.6 Supply & Install 2100mm dia. Manhole x 3 (1200mm line) 6.7 Supply & Install 2400mm dia. Manhole x 3 (1500mm line) 6.8 Supply & Install 2700mm dia. Manhole x 9 (1800mm line) 6.9 Supply & Install Manhole Chamber x 10 (2400 & 2700 mm lines) 6.10 Supply & Install catch basins 6.11 Earthworks, excavate overland flow path (12.5 m2 per l.m.) 6.12 Roadworks, change road cross-section Item Subtotal

Quantity Unit Unit Price

Cost

432 212 240 70

l.m. l.m. l.m. l.m.

$ $ $ $

3,550 4,050 375 600

$ $ $ $ $

1,534,000 859,000 90,000 42,000 2,525,000

3300 151 220 100

m3 l.m. l.m. l.m.

$ $ $ $

25 388 716 300

$ $ $ $ $

83,000 59,000 158,000 30,000 330,000

460 260

l.m. $ l.m. $

313 313

$ $ $

144,000 81,000 225,000

140 1340 8 14 5 200

l.m. l.m. v.m. ea. ea. l.m.

$ 3,218 $ 9,313 $ 10,000 $ 100,000 $ 30,000 $ 375

$ $ $ $ $ $ $

451,000 12,479,000 80,000 1,400,000 150,000 75,000 14,635,000

1 160 12 4 300

L.S. l.m. v.m. ea. l.m.

$ 500,000 $ 475 $ 3,500 $ 30,000 $ 313

$ $ $ $ $ $

500,000 76,000 42,000 120,000 94,000 832,000

330 300 640 970 310 12 12 36 10 1 250 120

l.m. l.m. l.m. l.m. l.m. v.m. v.m. v.m. ea. ea. l.m. 3 m

$ 1,200 $ 2,065 $ 3,218 $ 6,187 $ 7,750 $ 8,000 $ 8,500 $ 10,000 $ 100,000 $ 30,000 $ 313 $ 25

$ $ $ $ $ $ $ $ $ $ $ $ $

396,000 620,000 2,060,000 6,001,000 2,403,000 96,000 102,000 360,000 1,000,000 30,000 78,000 3,000 13,149,000

7.0 Existing System Wallacefield 2 7.1 Earthworks, excavate overland flow path (12.5 m per l.m.) 7.2 Supply & Install 1200mm dia. Storm Pipe (incl. trench and backfill) 7.3 Supply & Install 1500mm dia. Storm Pipe (incl. trench and backfill) 7.4 Supply & Install 2100mm dia. Manhole x 4 (1200mm line) 7.5 Supply & Install 2400mm dia. Manhole x 11 (1500mm line) 7.6 Supply & Install catch basins 7.7 Roadworks, change road grading Item Subtotal 8.0 Existing System Steele Heights 8.1 Construct Rendell Park SWMF 8.2 Supply & Install 1200mm dia. Storm Pipe (incl. trench and backfill) 8.3 Supply & Install 1500mm dia. Storm Pipe (incl. trench and backfill) 8.4 Supply & Install 2100mm dia. Manhole x 3 (1200mm line) 8.5 Supply & Install 2400mm dia. Manhole x 5 (1500mm line) 8.6 Supply & Install catch basins 8.7 Earthworks, excavate overland flow path (12.5 m2 per l.m.) Item Subtotal 9.0 Existing System College Park 9.1 Construct SWMF 9.2 Supply & Install 600mm dia. Storm Pipe (incl. trench and backfill) 9.3 Supply & Install 900mm dia. Storm Pipe (incl. trench and backfill) 9.4 Supply & Install 1050mm dia. Storm Pipe (incl. trench and backfill) 9.5 Supply & Install 1200mm dia. Storm Pipe (incl. trench and backfill) 9.6 Supply & Install 1200mm dia. Manhole x 2 (600mm line) 9.7 Supply & Install 1500mm dia. Manhole x 1 (900mm line) 9.8 Supply & Install 1800mm dia. Manhole x 2 (1050mm line) 9.9 Supply & Install 2100mm dia. Manhole x 4 (1200mm line) 2 9.10 Earthworks, excavate overland flow path (12.5 m per l.m.) Item Subtotal

800 290 1050 16 44 1 40

l.m. l.m. l.m. v.m. v.m. ea. m3

$ 313 $ 1,200 $ 1,532 $ 8,000 $ 8,500 $ 30,000 $ 25

$ $ $ $ $ $ $ $

250,000 348,000 1,609,000 128,000 374,000 30,000 1,000 2,740,000

1 170 350 12 20 4 160

L.S. l.m. l.m. v.m. v.m. ea. l.m.

$ 500,000 $ 1,200 $ 1,532 $ 8,000 $ 8,500 $ 30,000 $ 313

$ $ $ $ $ $ $ $

500,000 204,000 536,000 96,000 170,000 120,000 50,000 1,676,000

1 80 90 200 270 8 4 8 16 70

L.S. l.m. l.m. l.m. l.m. v.m. v.m. v.m. v.m. l.m.

$ 500,000 $ 475 $ 778 $ 1,014 $ 3,218 $ 3,500 $ 4,000 $ 4,500 $ 8,000 $ 313

$ $ $ $ $ $ $ $ $ $ $

500,000 38,000 70,000 203,000 869,000 28,000 16,000 36,000 128,000 22,000 1,910,000

$ $ $

38,022,000 19,011,000 57,033,000

Subtotal Contingency Total Existing System Improvements Item Description 10.0 Future Development Area C (295 ha) 10.1 Supply & Install 750mm dia. Storm Pipe (incl. trench and backfill) 10.2 Supply & Install 900mm dia. Storm Pipe (incl. trench and backfill) 10.3 Supply & Install 1050mm dia. Storm Pipe (incl. trench and backfill) 10.4 Supply & Install 1200mm dia. Manhole x 8 (750mm line) 10.5 Supply & Install 1500mm dia. Manhole x 8 (900mm line) 10.6 Supply & Install 1800mm dia. Manhole x 9 (1050mm line) 10.7 Land procurement Item Subtotal 11.0 Future Development Area E Option 1 (98 ha) 11.1 Supply & Install 675mm dia. Storm Pipe (incl. trench and backfill) 11.2 Supply & Install 825mm dia. Storm Pipe (incl. trench and backfill) 11.3 Supply & Install 1050mm dia. Storm Pipe (incl. trench and backfill) 11.4 Supply & Install 1200mm dia. Manhole x 6 (675mm line) 11.5 Supply & Install 1500mm dia. Manhole x 4 (825mm line) 11.6 Supply & Install 1800mm dia. Manhole x 19 (1050mm line) 11.7 Land procurement 11.8 Highway Crossing 11.9 Utility Crossing Item Subtotal

50%

Quantity Unit Unit Price

Cost

805 805 805 40 40 45 5

l.m. l.m. l.m. v.m. v.m. v.m. ha

$ 594 $ 778 $ 1,014 $ 3,500 $ 4,000 $ 4,500 $ 10,000

$ $ $ $ $ $ $ $

478,000 626,000 816,000 140,000 160,000 203,000 50,000 2,473,000

600 400 1950 24 20 133 7 90 2

l.m. l.m. l.m. v.m. v.m. v.m. ha l.m. ea.

$ 475 $ 686 $ 1,014 $ 3,500 $ 4,000 $ 4,500 $ 10,000 $ 6,000 $ 20,000

$ $ $ $ $ $ $ $ $ $

285,000 274,000 1,977,000 84,000 80,000 599,000 70,000 540,000 40,000 3,949,000

12.0 Future Development Area E Option 2 (98 ha) 12.1 Supply & Install 675mm dia. Storm Pipe (incl. trench and backfill) 12.2 Supply & Install 750mm dia. Storm Pipe (incl. trench and backfill) 12.3 Supply & Install 1200mm dia. Manhole x 31 (675mm & 750mm lines) 12.4 Earthworks (31.5 m3 per l.m.) South Ditch 12.5 Supply & Install 1200mm dia. CSP Culvert (3.5mm thick) 12.6 Land procurement 12.7 Utility Crossing Item Subtotal 13.0 Future Development Area G (383 ha) 13.1 Earthworks, lowering channel between Lake J and 36 Street 13.2 Supply & Install 1600mm dia. CSP Culvert (3.5mm thick) 13.3 Supply & Install 2200mm dia. CSP Culvert (3.5mm thick) 13.4 Earthworks, Lake J 13.5 Earthworks, Lake K Item Subtotal 14.0 Future Development Areas H (308 ha) 3 14.1 Earthworks, ditch to NW Channel (117 m per l.m.) 14.2 Supply & Install 600mm dia. CSP Culvert (3.5mm thick) 14.3 Land procurement 14.4 Utility Crossing Item Subtotal 15.0 Future Development Areas I (129 ha) 15.1 Supply & Install 600mm dia. Storm Pipe (incl. trench and backfill) 15.2 Supply & Install 1200mm dia. Manhole x 2 (600mm line) 15.3 Utility Crossing Item Subtotal 16.0 Future Development Areas J (64 ha) 16.1 Supply & Install 525mm dia. Storm Pipe (incl. trench and backfill) 16.2 Supply & Install 1200mm dia. Manhole x 7 (525mm line) 16.3 Land procurement 16.4 Utility Crossing Item Subtotal 17.0 Future Development Areas K (529 ha) 17.1 Supply & Install 600mm dia. Storm Pipe (incl. trench and backfill) 17.2 Supply & Install 825mm dia. Storm Pipe (incl. trench and backfill) 17.3 Supply & Install 1050mm dia. Storm Pipe (incl. trench and backfill) 17.4 Supply & Install 1200mm dia. Manhole x 8 (600mm line) 17.5 Supply & Install 1500mm dia. Manhole x 8 (825mm line) 17.6 Supply & Install 1800mm dia. Manhole x 16 (1050mm line) 17.7 Land procurement 17.8 Utility Crossing Item Subtotal 18.0 Future Development Area L Option 1 (661 ha) 18.1 Supply & Install 600mm dia. Storm Pipe (incl. trench and backfill) 18.2 Supply & Install 825mm dia. Storm Pipe (incl. trench and backfill) 18.3 Supply & Install 1050mm dia. Storm Pipe (incl. trench and backfill) 18.4 Supply & Install 1200mm dia. Manhole x 8 (600mm line) 18.5 Supply & Install 1500mm dia. Manhole x 8 (825mm line) 18.6 Supply & Install 1800mm dia. Manhole x 17 (1050mm line) 3

18.7 Earthworks (2.5 m per l.m.) South Channelization 18.8 Supply & Install 1200mm dia. CSP Culvert (3.5mm thick) 18.9 Land procurement 18.10 Utility Crossing Item Subtotal

600 2415 124 4830 40 6 7

l.m. l.m. v.m. l.m. l.m. ha ea.

$ 475 $ 594 $ 3,500 $ 788 $ 388 $ 10,000 $ 20,000

$ $ $ $ $ $ $ $

285,000 1,435,000 434,000 3,806,000 16,000 60,000 140,000 6,176,000

4500 100 50 67000 135500

m3 l.m. l.m. 3 m m3

$ $ $ $ $

25 640 1,238 25 25

$ $ $ $ $ $

113,000 64,000 62,000 1,675,000 3,388,000 5,302,000

1610 40 3 1

l.m. l.m. ha ea.

$ 2,925 $ 112 $ 10,000 $ 20,000

$ $ $ $ $

4,709,000 4,000 30,000 20,000 4,763,000

100 10 2

l.m. $ 475 v.m. $ 3,500 ea. $ 20,000

$ $ $ $

48,000 35,000 40,000 123,000

500 35 1 2

l.m. v.m. ha ea.

$ 350 $ 3,500 $ 10,000 $ 20,000

$ $ $ $ $

175,000 123,000 10,000 40,000 348,000

805 805 1610 48 40 80 7 6

l.m. l.m. l.m. v.m. v.m. v.m. ha ea.

$ 475 $ 686 $ 1,014 $ 3,500 $ 4,000 $ 4,500 $ 10,000 $ 20,000

$ $ $ $ $ $ $ $ $

382,000 552,000 1,633,000 168,000 160,000 360,000 70,000 120,000 3,445,000

805 805 1610 32 40 85

l.m. l.m. l.m. v.m. v.m. v.m.

$ $ $ $ $ $

475 686 1,014 3,500 4,000 4,500

$ $ $ $ $ $

382,000 552,000 1,633,000 112,000 160,000 383,000

1610 40 10 1

l.m. l.m. ha ea.

$ 63 $ 388 $ 10,000 $ 20,000

$ $ $ $ $

101,000 16,000 100,000 20,000 3,459,000

19.0 Future Development Area L Option 2 (661 ha) 19.1 Supply & Install 900mm dia. Storm Pipe (incl. trench and backfill) 19.2 Supply & Install 1050mm dia. Storm Pipe (incl. trench and backfill) 19.3 Supply & Install 1200mm dia. Storm Pipe (incl. trench and backfill) 19.4 Supply & Install 1500mm dia. Manhole x 8 (900mm line) 19.5 Supply & Install 1800mm dia. Manhole x 8 (1050mm line) 19.6 Supply & Install 2100mm dia. Manhole x 17 (1200mm line) Item Subtotal

805 805 1610 64 64 144

l.m. l.m. l.m. v.m. v.m. v.m.

$ $ $ $ $ $

778 1,014 3,218 4,000 4,500 8,000

$ $ $ $ $ $ $

626,000 816,000 5,181,000 256,000 288,000 1,152,000 8,319,000

Subtotal Option 1 Contingency Total Option 1 (2467 ha)

50%

$ $ $

23,862,000 11,931,000 35,793,000

Subtotal Option 2 Contingency Total Option 2 (2467 ha)

50%

$ $ $

30,949,000 15,475,000 46,424,000

$ $ $ $ $ $ $ $ $ $

92,826,000 9,283,000 13,924,000 4,641,000 103,457,000 10,346,000 15,519,000 5,173,000 120,674,000 134,495,000

Total Option 1 & Existing Improvements Contingency Engineering GST Total Option 2 & Existing Improvements Contingency Engineering GST Grand Total Option 1 Grand Total Option 2

10% 15% 5% 10% 15% 5%

Appendix G: Developer Concept Plans Stormwater Master Plan 2015

Appendix G: Developer Concept Plans Select Engineering, Hill Industrial (Area A) Select Engineering, Parkview Estates Select Engineering, Wigfield Industrial (Area G) Select Engineering, Lamont Development (Area G) WATT Consulting Group, Lakeside and College Park (Areas E and F)

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City of Lloydminster

Appendix H – City of Lloydminster’s Condition Assessment of Stormwater Infrastructure Stormwater Master Plan 2015 City of Lloydminster

Appendix H: City of Lloydminster’s Condition Assessment of Stormwater Infrastructure Presently, the City of Lloydminster does not have a formal inspection and condition evaluation framework for its stormwater infrastructure. As such, a preliminary condition assessment was conducted in order to provide an action plan to inspect, maintain, and replace infrastructure within the storm system. Note that to complete this sample condition assessment, the lifespan of all pipes was assumed to be 75 years. This is the recommended initial life expectancy by the National Research Council of Canada. As pipes deterioration vary greatly depending on numerous factors, it is possible that a pipe within this system could have a lifespan that are significantly different than 75 years. Only through actual inspection of the pipes and, to monitor their deterioration over a long period of time, can the life expectancy be accurately determined. The condition rating system used for this sample condition assessment was created by the National Research Council of Canada (NRC) and is used alongside their defect scoring system in cities and municipalities throughout Canada including the City of Edmonton. As such, it is recommended that the NRC condition rating system be used by the City of Lloydminster to evaluate the conditions of its storm infrastructure. Upon analysis of the repair data provided by the City of Lloydminster, it was concluded tha the work was due to the inadvertent damage due to construction activity. There is insufficient data to extrapolate any trends in pipe deterioration within the storm system. The evaluation can thus only be based on two factors: the age of the pipes, and the priority in which they should be evaluated, which accounted for such factors as the location of the pipe (i.e. those located under major roads, serving important facilities, serving high value districts, or in areas with a history of flooding), and the age and material of the pipe. The existing system condition ratings were developed using the following evaluation system: 1. 2. 3. 4. 5.

Pipe is less than 20 years old, or has no observed defects Pipe is greater than 20 years old or has observed defects but is structurally intact Pipe is greater than 60 years old or has signs of progressing deterioration Pipe is greater than 75 years old or shows physical deformation/degradation Pipe shows signs of structural failure and/or has failed.

According to this rating system, the existing system has been ranked and a corresponding priority rating (high or low) was applied, as shown in Figure H-1. This allows for preparation of a preliminary inspection schedule that should have the entire system evaluated in order of importance. The recommended primary focus areas are shown in Figure H-2. These pipes should be the first pipes to undergo physical inspection, and subsequently be given a definitive condition rating based on the results. Once evaluation of these pipes is complete, we recommend inspecting all pipes older than 30 years (represented in green in Figure H-1), as well as all pipes with an unknown construction date (represented in pink in Figure H-1); this should be completed within the

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H-1

Appendix H â&#x20AC;&#x201C; City of Lloydminsterâ&#x20AC;&#x2122;s Condition Assessment of Stormwater Infrastructure Stormwater Master Plan 2015 City of Lloydminster

next 10 years. Within 20 years, all other existing pipes should be inspected. To accomplish this, approximately 6.1km of the almost 122km of storm infrastructure (5% of the total system) will need to be inspected each year for the next 20 years. Based on the age distribution of the pipes, it is recommended that the City plan to inspect at least 8km (6.5% of total) of pipes each year. The estimated annual cost for CCTV inspections and pipe flushing for 6.1km of pipe is $63,000 per year, or $81,000 per year for 8km of pipe.

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H-2

Appendix H â&#x20AC;&#x201C; City of Lloydminsterâ&#x20AC;&#x2122;s Condition Assessment of Stormwater Infrastructure Stormwater Master Plan 2015 City of Lloydminster

Upon the inspection being completed, the assumed remaining lifespan, the recommended inspection frequency, and the eventual replacement deadline should be determined based on the following: 1. All pipes begin with a rating of 1, unless FAC inspections showed defects, which would give it an initial rating of 2. All pipes with a rating 1 have an assumed lifespan of 75 years from their last inspection, these should be inspected every 20 years. 2. Pipes with a rating of 2 are inspected every 10 years, and have an assumed lifespan of 55 years from their last inspection. (45 years for important pipes) 3. Pipes with a rating of 3 are inspected every 5 years, and have an assumed lifespan of 15 years from their last inspection. (10 years for important pipes) 4. Pipes with a rating of 4 are to be replaced within 5 years of being given this grade. They are assumed to have a fixed lifespan to their scheduled replacement date. Important pipes with a rating of 4 are considered at the end of their lifespan and should be given priority for replacement. 5. Pipes with a rating of 5 are at the end of their life and should be replaced immediately as an emergency measure. These new condition values can then be used to further define the required budget for replacement and rehabilitation of the pipes within the city. Based on present costs, the total replacement value of all storm pipes, manholes, and leads is approximately $150 million. Over an average lifespan of 75 years, this corresponds to an annual depreciation of $2 million per year. The oldest storm pipes in the City are approximately 50 years old, meaning replacement costs should be fairly low at this time, but a steady replacement schedule may be needed within 10 years as these pipes near the end of their lifespan. In calculated budgeted costs, it is assumed that manholes, connections, and other associated infrastructure will be replaced alongside the corresponding pipe. The cost of these elements is assumed to be approximately 25% of the replacement cost of the pipe itself. By this consideration, the City should expect to spend an average of $2.5 million per year on rehabilitation costs for the existing infrastructure. This cost will vary based on several factors, and should be reviewed periodically. In all cases, a rehabilitation budget should be set for a 5-year period based on the inspection results from the previous period. Shown in Figure H-3 below is an example of the projected spending for infrastructure replacement based on pipe ages within the City. It varies from $1.5 million per year to $4.5 million per year corresponding to the pipe ages within the existing storm system. This represents a fairly extreme scenario, whereas the actual variation in spending per year will likely be smaller, and will likely increase slowly from a cost of $1 million per year by the year 2025, to a steady cost of $2.5 million by the year 2045, and expand further based on the rate of new infrastructure being constructed within the City.

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H-5

Appendix H – City of Lloydminster’s Condition Assessment of Stormwater Infrastructure Stormwater Master Plan 2015 City of Lloydminster

Replacement Cost/Year (2025-2075) 4.5 4

Replacement Costs ($Millions)

3.5 3 2.5 2 1.5 1 0.5 Replacement Cost/Year (2025-2075) 0 2020

2030

2040

2050 Year

2060

2070

2080

Figure H-3: Projected annual replacement costs based on current pipe condition

Due to the new information being presented in this assessment, and in order to better represent the overall condition and projected cost requirements for maintenance and replacement, it is recommended that the City update their asset database for sewer pipes to include the following columns: 1. Pipe condition – the condition (1 to 5) given in the last inspection, or based on the age of the pipe if no inspection has been conducted. 2. Importance factor – whether the pipe is considered critical (Trunks, major crossings, potential for sink-holes, etc). 3. Last inspection date 4. Next inspection due date – based on condition rating and the last inspection date 5. Expected retirement date – based on the current condition rating and importance factor 6. Replacement cost (updated every 5 years for all pipes based on size and length) With the addition of these columns, the City can easily determine the expected replacement costs for both the immediate and distant future. This will also help the City develop an ongoing inspection schedule for the entire storm system.

Sameng Inc.

H-6

Appendix H â&#x20AC;&#x201C; City of Lloydminsterâ&#x20AC;&#x2122;s Condition Assessment of Stormwater Infrastructure Stormwater Master Plan 2015 City of Lloydminster

In this condition assessment, the preliminary framework of a 20-year inspection schedule was proposed according to the age based condition rating, as well as a priority rating. Therein, it is recommended that approximately 6.5% (8km) of the total system be inspected at an estimated present day value of $81,000 per year. From these preliminary condition ratings, an example of annual replacement costs was created, shown in Figure H-3. It provides a good general idea of the probable future costs of replacement of storm infrastructure; with anywhere between $1 million and $4.5 million worth of infrastructure requiring replacement through time. As the years progress, the new condition rating system will refine these projections, and provide a more detailed annual replacement schedule. It is recommended that this schedule be created within the next 10 years as some pipes will be nearing the end of their projected lifespan. It should also be reviewed every 5 years as it is subject to change significantly within that time.

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H-7

Appendix I: High Resolution Simulation Results Stormwater Master Plan 2015

City of Lloydminster

Appendix I: High Resolution Simulation Results High resolution images of the simulation results for the major drainage are provided in electronic format. They are: •

Figure 3-11 - 5yr-4hr-Major System.tif

•

Figure 3-13 - 100yr-4hr-Major System.tif

•

Figure 3-15 - 100yr-24hr-Major System.tif

•

Figure 4-4 - 100yr-4hr-Major System (upgrades).tif

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