Northwest Welland Secondary Plan Municipal Servicing

REPORT

City of Welland

Northwest Welland Secondary Plan Municipal Servicing Conceptual Design Report

AUGUST 2020

CONFIDENTIALITY AND © COPYRIGHT

This document is for the sole use of the addressee and Associated Engineering (Ont.) Ltd. The document contains proprietary and confidential information that shall not be reproduced in any manner or disclosed to or discussed with any other parties without the express written permission of Associated Engineering (Ont.) Ltd. Information in this document is to be considered the intellectual property of Associated Engineering (Ont.) Ltd. in accordance with Canadian copyright law.

This report was prepared by Associated Engineering (Ont.) Ltd. for the account of City of Welland. The material in it reflects Associated Engineering (Ont.) Ltd.’s best judgement, in the light of the information available to it, at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. Associated Engineering (Ont.) Ltd. accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report.

Table of Contents

TABLE OF CONTENTS

SECTION PAGE NO.

Table of Contents i

List of Tables ii

List of Figures iii

1 Introduction 1

1.1 Study Area 1 1.2 Proposed Secondary Plan 2

2 Background Information 3

2.1 Sources 3

2.2 Data Gaps 3

3 Water 4

3.1 Design Criteria 5 3.2 Existing System Capacity 5

3.3 Proposed System Requirements 9

4 Sanitary 12

4.1 Design Criteria 13

4.2 Existing System Capacity 14

4.3 Proposed System Requirements 14 5 Storm 16

5.1 Design Criteria 17

5.2 Existing System Capacity 17

5.3 Proposed System Requirements 17

6 Preliminary costing 19

7 Conclusions 20 Appendix A - Water 1

Appendix B - Sanitary 1

Appendix C - Storm 1

Appendix D - Cost Estimate Detail 1

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LIST OF TABLES

PAGE NO.

Table 1-1: NWSP Population by Land Use 2 Table 2-1: Water, Sanitary, and Storm Data Sources 3 Table 2-2: Data Gaps 3 Table 3-1: Existing and Future WTP Pump Settings 7 Table 3-2: NWSP Demands 10 Table 3-3: Available and Required Water Storage 11 Table 5-1: Required Outlet Size 18 Table 6-1: Preliminary Cost Estimate for Municipal Servicing 19

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List of Figures

LIST OF FIGURES

PAGE NO.

Figure 1-1: Northwest Welland Secondary Plan Study Area 1 Figure 1-2: NWSP Preferred Land Use 2 Figure 3-1: Existing Configuration of Watermains in Study Area 4 Figure 3-2: Existing and Future Tank HGL 7 Figure 3-3: ADD Tank HGL with Modified WTP Pumping Scheme 8 Figure 3-4: MDD Tank HGL with Modified WTP Pumping Scheme 9 Figure 3-5: Proposed Junctions and Pipes 10 Figure 4-1: Schematic of Existing Sanitary System in NWSP Study Area 13 Figure 4-2: Proposed Sanitary System and Drainage Areas 15 Figure 5-1: Schematic of Existing Stormwater Drainage Path 16 Figure 5-2: Proposed Storm System and Drainage Areas 18 Figure 5-3: Approximate Extent of Required Fill 19

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1 INTRODUCTION The City of Welland identified the development of the Northwest Secondary Plan as a priority to provide for detailed land use planning policies for a mix of uses, including policies that address infrastructure requirements, and natural and cultural heritage considerations. The Northwest Welland Secondary Plan (NWSP) will guide future growth and development within the study area. This report reviews background information and provides capacity analysis for existing water, sanitary, and storm sewer servicing in the study area. In addition, an initial assessment was completed for proposed conceptual water, sanitary, and storm servicing. These analyses were used to develop general recommendations for municipal water, sanitary, and storm servicing requirements in the Secondary Area.

1.1 Study Area The study area (see Figure 1-1) includes the land within the urban area boundary of Welland that is bounded by Clare Avenue to the west, Niagara Street to the east, land on the south side of Quaker Road to a depth of approximately 500 m to the south and 500 m to the north and comprises approximately 190 ha. Quaker Road bisects through the Study Area and is identified as an arterial road and all other streets are considered local roads.

Figure 1-1: Northwest Welland Secondary Plan Study Area

Existing land uses are primarily residential, institutional, agricultural, and open space. Currently, municipal services for water, sanitary and storm exist in parts of the NWSP area, which will be leveraged to accommodate the NWSP area.

It is important to note that the NWSP area was not included as one of the growth areas in the Niagara Region’s Master Serving Plan (2017). As such, the REGION MSP’s capacity assessment for sanitary and water did not consider

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the impacts of growth in the NWSP area and development in this area will contribute additional demands and generate additional flows to the ones identified in the REGION MSP.

Proposed Secondary Plan Figure 1-2 shows the preferred land uses identified for the NWSP in the Key Directions Report for the Northwest Welland Secondary Plan (prepared by SGL Planning & Design Inc., November 2019), as well as the location of a future collector road which will service the area.

Figure 1-2: NWSP Preferred Land Use

Based on the preferred land use plan, a total proposed number of units and associated population and employment numbers were also identified in the Key Directions Report. Land use areas, projected units, populations, and employees are summarized in Table 1-1.

Table 1-1: NWSP Population by Land Use

Land Use Area (ha) Units Population Employees

Low Density Residential 83.37 1,220 4,805 0

Medium Density Residential 13.57 451 1,223 0

Mixed Use 3.20 149 404 136

Parks 5.75 - - -

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2 BACKGROUND INFORMATION 2.1 Sources Table 2-1 provides a list of sources used to aid in completing the analysis of water, wastewater, and stormwater servicing for the NWSP area.

Table 2-1: Water, Sanitary, and Storm Data Sources

System Description File Type(s) Author(s)

All City of Welland Northwest Area Planning and Servicing Study Municipal Class EA PDF Earth Tech

All 1m Elevation Contours SHP City of Welland

All City of Welland GIS Data GIS City of Welland

All City of Welland Official Plan PDF Dillon Consulting

All Key Directions Report for the Northwest Welland Secondary Plan Area PDF SGL

All City of Welland Municipal Standards, 2013 PDF City of Welland

Water/Wastewater 2016 Water and Wastewater Master Servicing Plan Update Hydraulic Model for City of Welland, May 2017 PDF GM Blue Plan

Welland Water Model (part of the Niagara Region Water Water Model for the 2017 Niagara Region Master Servicing InfoWater Niagara Region

Plan), 2017

Water City of Welland All Pipe Water Model InfoWater City of Welland

Water Design Guidelines for Drinking-Water Systems, 2008 PDF MECP

Water City of Welland Fire Flow Requirements -By Building Zone PDF AE

City of Welland/ Wastewater Welland All Pipe Wastewater Model InfoSWMM Niagara Region

2.2 Data Gaps Data gaps are presented in Table 2-2, which summarizes missing, relevant information that would provide a clearer picture of the existing and future needs of the systems in future steps of this process (i.e. confirmation of criteria to be used in future design of systems).

Table 2-2: Data Gaps

System Data Gaps Justification

All Detailed topographic survey To confirm elevations for servicing

To provide more accurate allocation of Housing and properties layout/development All demands and confirm servicing strategy (pipe plans for NWSP and planned local roads locations/flow directions)

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WATER Water servicing in the Niagara Region is a two-tiered approach; Niagara Region has jurisdiction over the drinking water supply for homes and businesses throughout the Region and is responsible for treatment, storage, pumping, and trunk watermains. The City of Welland is responsible for the local distribution system.

Currently, the area surrounding the proposed development is pipe fed from the Welland Water Treatment Plant (WTP) to the Shoalt’s Drive Reservoir and surrounding area. During periods where the WTP is offline, the area is predominately supplied by gravity from the Shoalt’s Reservoir. The Welland system also has an elevated storage tank (Bemis) located in the southern portion of the distribution system.

The existing system configuration within the study area, including existing pipe diameters, is shown in Figure 3-1. Within this area there is a small existing development east of Line Avenue and north of Quaker Road. This area, which was built circa 1910, consists of 150 mm PVC watermain (original watermain replaced in 2002) connecting to both the 750 mm CPP on Line Avenue and the 300 mm CI on Quaker Road. There are also existing properties along Quaker Road, which are serviced off the 300 mm main.

Figure 3-1: Existing Configuration of Watermains in Study Area

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3.1 Design Criteria The design criteria used for the analysis of the existing water system, includes:

Target normal operating pressures: Preferred system pressure between 350 kPa to 550 kPa (50 to 80 psi) Minimum system pressure to be greater than 275 kPa (40 psi) Maximum system pressure to be less than 700 kPa (100 psi)

Fireflow Requirements during MDD with 140 kPa (20 psi) residual system pressure: Parks: 67 L/s Low Density Residential: 67 L/s Medium Density Residential 133 L/s Multi-Use: 133 L/s

Per capita demand: 320 L/cap-day Peaking factors as per the City of Welland Model, as follows:

Maximum Day Demand peaking factor: 1.5 Peak Hour Demand peaking factor: 1.87 (2.81 x Average Day Demand)

ADD and MDD demand patterns as per City of Welland Model C-Factor for new pipes: 140

3.2 Existing System Capacity 3.2.1 Existing Model

The City of Welland’s existing InfoWater all pipe water model was used as the base for the completion of the assessment of the water needs for the NWSP area. The City’s model includes both existing and future average day demand (ADD) and maximum day demand (MDD) extended period simulation (EPS) scenarios. The existing demand scenarios in this model were last reviewed and updated in 2018. The future demand scenarios incorporate planned future developments identified by the City of Welland.

The Niagara Region also has an Infowater all pipe water model, which was last updated for the completion of the 2016 Master Plan. This model includes future (2041) demand scenarios, incorporating future development identified by the Region during the master planning process.

Although there are overlaps between the future development growth areas included in the City of Welland and Region all pipe models, several of the identified growth areas are included in only one or the other of the two models. The City of Welland model also does not account for any growth in the Pelham system, which it feeds through the Shoalt’s Reservoir, while the Region model includes the entire Pelham system and its future growth.

To provide a complete (worst-case) picture of the future state of the system prior to the addition of the NWSP area, future demands from the Region model in the growth areas not already included in the City of Welland model were incorporated into the City model. Additionally, the future outflow from Shoalt’s to Pelham was updated in the City’s model to match the future Shoalt’s outflow in the Region model.

These revised future scenarios (ADD and MDD), along with the City’s existing ADD and MDD scenarios were used as the baseline for the completion of the hydraulic analysis.

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Note that no additional quality control checks were conducted on the City model. It is assumed that the model is sufficiently calibrated for the purpose of this analysis.

3.2.2 Hydraulic Analysis

3.2.2.1 Existing

A hydraulic analysis of the existing system was completed to provide a baseline level of service to compare the future system to (both with and without the NWSP area).

Figures A-1 and A-2 in Appendix A show the minimum pressure during existing ADD and MDD EPS respectively in the study limits and surrounding area. At certain locations within the study/surrounding area, existing system pressures are less than 275 kPa (40 psi). These lower pressures are due to high ground elevations (maximum of 193.1 m) and the HGL of the Shoalt’s Drive Reservoir, which fluctuates between 219.0 m and 220.0 m.

Figure A-3 shows the available fire flow during MDD at a residual pressure of 140 kPa (20 psi). Certain portions of the study area, specifically Rice Road north of Quaker Road and the dead ends on Montgomery Road and Topham Boulevard have fire flows less than 67 L/s (the City requirement for low density residential) – these low fire flows are due to both the ground elevation and the size of the watermains supplying these hydrants. There are also other nearby areas with less than 67 L/s of available fire flow for similar reasons.

3.2.2.2 Future without NWSP

Figures A-4 and A-5 in Appendix A show the minimum pressure during future ADD and MDD EPS respectively. As these figures show, pressures at existing high ground elevation areas are further reduced. This reduction is due to the future increase in demand and is exacerbated by the current operating procedure at the WTP, where high lift pumps are shut down mid-morning, coinciding with periods of higher system demand. During this mid-morning WTP shutdown both the Shoalt’s Drive Reservoir and the Bemis Elevated Tank are drawn down – this draw down is sharper and reaches a lower hydraulic grade line (HGL) in the future. Furthermore, with the current pumping scheme, in the future, the Shoalt’s Drive Reservoir is not capable of recovering, with the water level continuously dropping, while Bemis is not capable of completely re-filling. Figure 3-2 shows the existing and future Shoalt’s Drive Reservoir and Bemis Tank HGL during MDD EPS.

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Figure 3-2: Existing and Future Tank HGL

Given the overall decrease in system pressure and the issues with recovery at the Shoalt’s Drive Reservoir and Bemis Elevated Tank, alterations to the WTP operations will be required in the future. As such, modified future pumping schemes were developed for completion of this analysis. Table 3-1 shows the existing and modified future pumping schemes (on/off settings) at the WTP for both ADD and MDD.

Table 3-1: Existing and Future WTP Pump Settings

Pump Existing ADD Existing MDD Updated Future ADD

Updated Future MDD

Off at 0:00 Off at 0:00 Off at 0:00 On at 12:00 Low Flow Pump #1 On at 12:00 Off at 0:00 On at 15:00 Off at 17:00 Off at 23:00 On at 20:00

Off at 0:00 Off at 0:00 Off at 0:00 Low Flow Pump #2 On at 16:00 On at 20:00 Off at 0:00 On at 20:00 Off at 24:00 Off at 24:00

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Pump Existing ADD Existing MDD Updated Future ADD

Updated Future MDD

High Flow Pump #1 Off at 0:00 Off at 0:00 Off at 0:00 Off at 0:00 On at 7:00

Off at 24:00

High Flow Pump #2 Off at 0:00

On at 0:00 Off at 7:00 On at 11:00 Off at 20:00 On at 24:00

On at 0:00 Off at 3:00 On at 6:00

Off at 20:00 On at 24:00

On at 0:00 Off at 2:00 On at 5:00

Figures 3-3 and 3-4 show the Shoalt’s Drive Reservoir and Bemis Tank HGL during both ADD and MDD with the implementation of the updated pumping scheme. Note that, although the revised pumping scheme addresses the issues with storage recovery and improves future system pressures (see Figures A-4 and A-5 in Appendix A for ADD and MDD minimum pressures with these changes), it also reduces the daily turnover volume in the Bemis Elevated Tank, which may lead to a reduction in water quality. Further investigation is recommended to identify the optimal future operation of the Welland system to supply adequate pressure and fire flow to all existing and growth areas, not just the NWSP area.

Figure 3-3: ADD Tank HGL with Modified WTP Pumping Scheme

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Figure 3-4: MDD Tank HGL with Modified WTP Pumping Scheme

Figure A-6 in Appendix shows the future available fire flow during MDD with the discussed changes in WTP operation implemented. As shown, these fire flows are comparable to the existing available fire flows with some minor increases.

3.3 Proposed System Requirements 3.3.1 Proposed Model

3.3.1.1 NWSP Servicing

Several pipes and junctions were added to the City of Welland all pipe model to represent future servicing of the NWSP area – these pipes and junctions are shown in Figure 3-2. Note that only significant pipes (piping along the future collector road, and piping that connects to the existing system) was included in the model. There will be additional future piping required along local roads – it is assumed that this piping will be 150 mm diameter.

Junction elevations (shown in Figure 3-5) were assigned based on the City of Welland 1 m contours. Pipe sizing shown was established as part of the hydraulic analysis (refer to Section 3.3.3).

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Figure 3-5: Proposed Junctions and Pipes

3.3.1.2 NWSP Demands

Table 3-2 summarizes the demands assigned within the model for the NWSP area. These demands were calculated based on the populations previously identified in Table 1-1 and design criteria noted in section 3.1.

Table 3-2: NWSP Demands

Junction ID ADD (L/s) MDD (L/s) PHD (L/s)

406447WJ01 1.573 2.360 4.421

406497WJ01 2.005 3.008 5.636

HCP-033H001 1.258 1.887 3.535

HCP-053H003 1.931 2.897 5.428

J-NWSP-1 0.357 0.536 1.004

J-NWSP-2 0.591 0.887 1.661

J-NWSP-3 2.675 4.014 7.521

J-NWSP-4 5.051 7.579 14.196

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Junction ID ADD (L/s) MDD (L/s) PHD (L/s)

J-NWSP-5 1.07 1.606 3.008

J-NWSP-6 2.79 4.186 7.841

J-NWSP-7 3.039 4.559 8.54

J-NWSP-8 2.015 3.023 5.664

TOTAL 24.355 36.542 68.455

3.3.2 Storage Requirements Review

A review of the City of Welland’s overall storage capacity and existing and future storage requirements was conducted to determine the impact of the NWSP area on future storage needs. Per the MECP Design Guidelines for Drinking Water Systems, storage requirements for a water distribution system are as follows:

Equalization Storage (A) = 25% of Maximum Day Demand Fire Storage (B) = 378 L/s for 6 hours (Based on MECP Equivalent Population Fire Flow Requirement) Emergency Storage (C) = 25% of A +B

The total additional storage required for the addition of the NWSP area is 1.0 ML.

Table 3-3 summarizes the total available storage identified in the Region Master Plan and the calculated existing and future storage needs for the system based on the City of Welland model demands. As shown, there is sufficient storage in the Welland system to allow for the addition of the NWSP area. Note that the MDD outflow from Shoalts was included in the equalization storage calculation.

Table 3-3: Available and Required Water Storage

Description Storage (ML)

Total Available Storage 37.0

Existing Required Storage 19.2

Future Required Storage without NWSP 28.6

Future Required Storage with NWSP 29.6

3.3.3 Hydraulic Analysis

As discussed in Section 3.2.2.2, future modifications to the operation of the WTP will be required to maintain adequate pressure in the overall distribution system. As such, for the completion of the hydraulic analysis with the addition of the NWSP area, the future modified WTP pump on/off settings summarized in Table 3-1 were used.

Figures A-9 and A-10 in Appendix A show the minimum pressure during ADD and MDD EPS, and Figure A-11 shows the available fire flow, with the NWSP area serviced with the proposed watermain sizes identified on Figure 3-5.

To supply suitable fire flow to the NWSP areas that will be serviced off Rice Road (north west of Quaker Road), the existing 150 mm diameter watermain on Rice Road needs to be upgraded to 200 mm diameter. Additionally, a 300 mm

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diameter connection between the future NWSP collector and the existing trunk watermain at the intersection of Cataract Road and Quaker Road is required.

As the appended figures show, the addition of the NWSP area does not significantly impact the surrounding system pressures, which represent an improvement over existing system pressures and are similar to the modelled future pressures without the NWSP area. Available fire flows are also comparable to the modelled future available fire flows without the NWSP area, with some localized improvements shown in areas where the NWSP area piping provides looping. These results show that the addition of the NWSP will not significantly change the future system operation needs, although, as previously discussed in Section 3.2.2.2, the overall future system operation needs for the Welland system should be reviewed separately.

The appended figures also show that the normal operating pressures in the portion of the NWSP area south of Quaker Road and west of Rice Road do not meet the design criteria of 275 kPa (40 psi). The low pressure in this portion of the NWS area is due to its elevation and no modification to pipe sizing or location would increase these pressures to above the 275 kPa requirement. The elevation of the area rises from east to west with the maximum elevation in this section reaching 192.0 m. To provide pressures that meet or exceed the 275 kPa requirement, the elevation of this area would need to be reduced to approximately 190 m. The pressures in the remainder of the NWSP area meet or exceed the design criteria.

SANITARY Sanitary servicing in Niagara Region is based on a two-tiered approach. The Region is responsible for the wastewater treatment plants, trunk sewers, pumping stations and forcemains. The City of Welland is responsible for the local gravity sewer system.

The sanitary sewage from the NWSP area will ultimately be treated at the Welland Wastewater Treatment Plant (WWTP). This WWTP services the City of Welland, Town of Pelham, and the Port Robinson area of the City of Thorold.

The existing sanitary services in the NWSP area includes a regional main down Rice Road, local main in the Montgomery subdivision, and local and regional (trunk) sanitary sewer along Quaker Road. Primary sanitary sewage flows south down Rice Road, and then east down Quaker Road to Towpath Road. Sanitary sewage then flows northeast along Towpath Road to Towpath Sewage Pumping Station (SPS). Towpath SPS receives gravity flow from the regional trunk sanitary sewer along Quaker Road and flows from Hurricane Road SPS (Rice Road). Sewage from Towpath SPS is pumped through a forcemain under the Recreational Canal and the Welland River to a gravity sewer on Woodlawn Road, which ultimately flows to the Welland WWTP. A schematic of the existing sanitary servicing within the NWSP study area is provided in Figure 4-1.

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Figure 4-1: Schematic of Existing Sanitary System in NWSP Study Area

Design Criteria Existing and future peak flows conveyed by the trunk sewer on Quaker Road to the Towpath SPS were assumed to be equivalent to the flows represented in the City’s all-pipe InfoSWMM model.

Additional flows contributed to the Quaker Road trunk sewer, and ultimately the Towpath SPS, by the NWSP area were calculated using the following design criteria:

Extraneous flows = 0.286 L/s/ha Roughness coefficient = 0.013 Residential per capita flow rate (for sewage generation) = 275 L/cap/day Peaking factor = Calculated based on Harmon formula with values between 2.0 and 4.0

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4.2 Existing System Capacity 4.2.1 Trunk Sewer

The available capacity of the existing trunk sewer along Quaker Road from Rice Road to the Towpath SPS was reviewed using the City’s all pipe InfoSWMM model.

Currently Line Avenue is the break point in the collection system, with areas west of Line Avenue flowing west and then south, contributing to the Welland WWTP drainage area. However, the REGION MSP identified a future connection along Quaker Road from Line Avenue to Rice Road, which would redirect a portion of the flows from Pelham (north-west of Line Avenue) to the Quaker Road trunk sewer, and ultimately the Towpath SPS. Given this possible significant change in flows through the Quaker Road trunk sewer, the available capacity of this sewer was reviewed both with and without this future connection. This completed available capacity assessment, based on the InfoSWMM model outputs, is attached in Appendix B. In general, the Quaker Road trunk sewer has significant available capacity – with future available capacity ranging from 157 to 3,324 L/s without the Line Avenue connection and from 102 to 3,196 L/s with the Line Avenue connection.

4.2.2 Towpath SPS and Forcemain

The REGION MSP identified that Towpath SPS has existing additional available pumping capacity of approximately 30 L/s based on existing design peak wet weather flows. Although existing pumping capacity appears sufficient for existing flows, the REGION MSP identified that Towpath SPS will exceed current pumping capacities by 2041 due to both growth north of the study area and the addition of the Line Avenue connection. As such, the REGION MSP identified a capital project to upgrade the Towpath station during the timeframe of 2022 – 2031 from 150 L/s to 300 L/s (WW-SPS-037).

The results from the City’s all pipe InfoSWMM model indicated that the future peak inflow to the Towpath SPS will be 220 L/s without Line Avenue connection and 348 L/s with the Line Avenue connection.

The REGION MSP also indicates that the existing Towpath SPS forcemain has current and projected surplus capacity. The REGION MSP identified approximately 764 L/s of projected future surplus capacity in the Towpath SPS forcemain.

4.2.3 Welland WWTP

The REGION MSP identified that the existing Welland WWTP has surplus capacity available to treat existing and future flows at the plant, with the plant not reaching 80% capacity within the 2041 time horizon.

4.3 Proposed System Requirements 4.3.1 NWSP Sanitary Drainage Areas and Proposed Collection System

Figure 4-2 shows the approximate location of future trunk sanitary gravity sewer within the NWSP area and the location where this trunk will connect to the existing trunk sewer on Quaker Road. Figure 4-2 also shows identifying numbers for the individual NWSP drainage areas, which are referenced in the sewer design sheets. Design sheets for the proposed sanitary sewers both with and without the Line Avenue connection are attached in Appendix B. Note that the inverts and pipe lengths assigned to the existing trunk sewer in the proposed design sheet are from the City’s InfoSWMM model. Existing peak flows into the trunk sewer, input at existing manhole locations in the design spreadsheet, are also as per the City’s InfoSWMM model. Note that, it is assumed that any other sanitary sewer required on future roads servicing the NWSP area, will be 200 mm diameter.

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Figure 4-2: Proposed Sanitary System and Drainage Areas

As shown in the appended design sheets, the NWSP drainage area contributes overall an additional 96 L/s of peak flow to the Quaker Road trunk sewer, which has sufficient capacity to accept this flow both with and without the future Line Avenue connection. Should future studies, such as the City MSP currently underway, determine that upgrades are required to the Quaker Road trunk sewer due to a higher I/I influence than is included in the existing InfoSWMM model/Region MSP, these upgrades will need to allow for the additional 96 L/s of peak flow that will be directed to this sewer from the NWSP area.

4.3.2 Towpath SPS and Forcemain

The Welland NWSP area will contribute an additional 96 L/s of peak flow to the Towpath SPS, which was not accounted for in REGION MSP’s flow estimations. As previously noted, the REGION MSP identified a planned future upgrade to this SPS. The addition of the NWSP area may change the timing and capacity requirement of the proposed upgrade, depending on if/when this area is developed, and if/when the Line Avenue connection is made.

It is anticipated that the Towpath SPS forcemain has sufficient existing and future capacity to accommodate flows from the Welland NWSP area.

4.3.3 Welland WWTP and Downstream System

As previously noted, the Welland WWTP currently has a capacity surplus, and the NWSP area can be added without the plant reaching 80% capacity in 2041.

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Additionally, the trunk sewer that the Towpath SPS forcemain discharges to has available capacity between the discharge point and the WWTP to accept an increase in flow. The design of the future Towpath upgrade should consider the capacity of the downstream trunk sewer when determining SPS outflow rates.

STORM The existing NWSP area topography is quite flat and drains in a west to east direction. The land use is mainly pasture/agricultural land interspersed with country residential homes. The plan area is significantly developed all around the boundary as well as within the plan area itself. The west side of the study area is already developed with country residential homes. There are two (2) major drainage channels that flow through the site. These two (2) channels are identified by the Niagara Peninsula Conservation Authority (NPCA) as requiring approval for any development draining to the channels. The existing stormwater drainage paths are shown in Figure 5-1.

Figure 5-1: Schematic of Existing Stormwater Drainage Path

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5.1 Design Criteria The overall storm water management plan for the NWSP area is being developed by Aquafor Beech. The focus of this report is the identification of gravity sewer servicing requirements. The following design criteria were used in identifying these servicing requirements:

Pipes were sized using the rational method with the City of Welland’s 5-Year IDF curve values (a = 830, b = 0.777, c = 7.3)

Friction factor = 0.013 Run-off coefficients of:

o Parks = 0.20 o Low Density Residential = 0.40 o Medium Density Residential = 0.65 o Multi-Use = 0.65

Note that the City is currently in the process of updating their design standards, including updates to their IDF curves, which should be incorporated into the detailed design of the storm system.

5.2 Existing System Capacity Since the proposed servicing, which is the focus of this report, will not leverage any existing gravity storm sewers in the area, no review of existing system capacity was conducted.

5.3 Proposed System Requirements 5.3.1 Proposed Storm Water Management Pond Locations

The storm water management plan developed by Aquafor Beech identified approximate locations for six (6) storm ponds, which will outlet to the existing drainage channel north of Quaker Road. The intent of the storm water management plan is that all runoff from the proposed NWSP area will be directed to these storm pond locations through new gravity sewer installed on the future collector and local roads.

The approximate location of these proposed storm ponds is shown on the Proposed Pond Locations figure from the Aquafor Beech Stormwater Management Plan (February 2020), which is included in Appendix C for reference. These pond locations were used to identify approximate outlet locations for the gravity sewers that will be required to service the NWSP area.

5.3.2 Proposed Gravity Sewers

Figure 5-2 shows the approximate location of future trunk storm gravity sewers within the NWSP area and the approximate location where these gravity sewers will outlet to the proposed storm ponds. Figure 5-2 also shows identifying numbers for the individual NWSP drainage areas, which are referenced in the sewer design sheet found in Appendix C. Note the design sheet was used primarily to identify outlet pipe sizing and general trunk sizing on the future collector road. Pipe sizes/lengths for the remainder of the future system were also approximated for preliminary costing (see Section 6), with a conservative assumption of a minimum pipe size of 450 mm.

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Figure 5-2: Proposed Storm System and Drainage Areas

Based on the results of the completed sewer design sheet found in Appendix C, Table 5-1 shows the identified required outlet sizes for each approximate pond location.

Table 5-1: Required Outlet Size

Outlet # Size (mm)

Outlet 1 600

Outlet 2A 1200

Outlet 2B 1200

Outlet 2C 1500

Outlet 3 1200

Outlet 4 1200

Note that pipe slopes identified in the design spreadsheet were assigned based on the existing ground contours for the area and the required outlet elevations, with the intent of ensuring suitable cover over all proposed pipes. However, due to the required outlet elevations (100-year flood levels), it was determined that suitable cover cannot be achieved in certain areas with the existing ground elevations – fill will be required to service these areas. Figure 5-3 shows the locations that will require fill. The volume of required fill will be dependent on the final road and lot layout, as well as the final location of the proposed storm ponds. In general, the areas shown as requiring fill in Figure 5-3 need to be raised between 0.2 to 1.0 m.

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City of Welland

Figure 5-3: Approximate Extent of Required Fill

PRELIMINARY COSTING Preliminary costing for the conceptual water, sanitary, and stormwater servicing is provided in Table 6-1. Note – neither road works, utilities (including hydro, gas and communications servicing), nor restoration cost (asphalt) for works proposed on existing roads (Rice Road, Quaker Road, and Cataract Road) are included in this estimate. Additionally, the cost for adding/removing fill to adjust the overall grade of the NWSP area is not included. A more detailed breakdown of these preliminary cost estimates can be found in Appendix D.

Table 6-1: Preliminary Cost Estimate for Municipal Servicing

Item Scope of Work Cost

Water Distribution Servicing Watermain (150 mm to 300 mm), including all services, valves, and hydrants

$8,276,600

Sanitary Collection Servicing Sanitary Sewer (200 mm to 300 mm), including all laterals and structures

$10,599,600

Storm Collection Servicing Storm Sewer (450mm to 1200 mm), including all structures $9,298,800

Sub-total Water/Sanitary/Storm $28,175,000

19

7

City of Welland

Item Scope of Work Cost

Engineering 10% of Capital $4,226,400

Contingency 15% of Capital $2,817,600

TOTAL $35,219,000

CONCLUSIONS The conclusions from the water, sanitary, and storm servicing capacity assessments are as follows:

Water: Currently the drinking water system is operated with a mid-morning shutdown at the WTP. Operating the

WTP in this manner in the future will result in issues both with maintaining adequate system pressure and with re-filling the Bemis Elevated Tank and the Shoalt’s Drive Reservoir. These issues are not due to the addition of the NWSP area but are caused by the overall anticipated growth in the system (both growth identified in the REGION MSP and other growth identified by the City of Welland). For this assessment, modifications to the WTP operations (changes to pump on/off settings) were made to improve system pressures and address water storage cycling issues. However, the overall future system operation needs for the Welland system should be reviewed in a separate study.

The addition of the NWSP area will have minimal to no impact on surrounding system pressures and available fire flows.

The existing system has sufficient storage to allow for the addition of the NWSP area and all other future growth currently identified

Elevations in the portion of the NWSP area south of Quaker Road and west of Rice Road are too high (maximum of 192 m) in relation to the system HGL to meet the minimum pressure requirement of 275 kPa (40 psi) during normal operating conditions. To provide pressures that meet or exceed the 275 kPa requirement, the elevation of this area would need to be reduced to approximately 190 m. The remainder of the NWSP area can be serviced by the existing system at pressures that meet or exceed the minimum requirement.

The existing 150 mm diameter watermain on Rice Road north of Quaker Road needs to be upgraded to 200 mm diameter to supply the required fire flow (67 L/s) to the portion of the NWSP area north of Quaker Road and West of Rice Road.

Future watermain along the collector road and connections to the existing system from the NWSP areas will range in size from 200 mm to 300 mm (see Figure 3-5). Watermain sizing should be confirmed during design.

An additional connection (300 mm) to the existing system at the intersection of Quaker Road and Cataract Road is required to service the area.

Sanitary: The existing trunk along Quaker Road, which conveys flows to the Towpath SPS, has sufficient capacity to

accept the additional 96 L/s peak flow generated by the NWSP area in all future scenarios. The Towpath SPS was identified in the REGION MSP as requiring a future upgrade due to both growth north

of the study area and the redirection of a portion of the flows from Pelham (north-west of Line Avenue) to the Towpath SPS through the Quaker Road trunk sewer. The addition of the NWSP area may change the timing and capacity requirement of the proposed upgrade at the Towpath SPS, depending on if/when this area is developed, and if/when the Line Avenue connection is made.

20

City of Welland

The Towpath SPS forcemain has sufficient existing and future capacity to accommodate flows from the Welland NWSP area.

The trunk sewer that the Towpath SPS forcemain discharges to has available capacity between the discharge point and the WWTP to accept an increase in flow. The design of the future Towpath upgrade should consider the capacity of the downstream trunk sewer when determining SPS outflow rates.

The WWTP has sufficient capacity to allow for the addition of the NWSP area. Future sanitary sewer sizing will range from 200 mm diameter to 300 mm diameter. Sizing should be

confirmed during design.

Storm: The storm water management plan developed by Aquafor Beech identified approximate locations for six (6)

new storm water ponds to service the NWSP area. Gravity sewers along the future local and collector roads will direct runoff to these pond locations. Outlet sizing for the ponds will range from approximately 600 mm diameter to 1500 mm diameter. Sizing should be confirmed during design.

The identified required outlet elevations (100-year flood levels) are high relative to the ground elevation of certain portions of the NWSP area. Fill will be required in these lower areas (see Figure 5-3) to allow the installation of gravity sewers.

21

City of Welland

APPENDIX A - WATER

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A-1

MMMMM

Shoalts Reservoir ^ 47 M

285 366 321 376 310255 275 295

367 320256 289

362

265 272 290 330

357 255

348 332 379 356 283 340 340 338 335 344 352

303 312 322283 284 265 272 338 347 348 371348256

338338 348 348 348

277 268 328 333 341 348 376

343 372

348 311 366320319 348323 344 360280 311

264 308 339 338 338318 301 342 357 357 301 357341 348 350 357325 357294 292 292 292 301273 319283 298 357295 319281 338 338 350 347270 296 294 298 318 357273 271 292 314 357 347293 313282321 303 297 301 326 338293 292 297 357278 282 292 292 301 349321 283 310 338

347 283 297 301 333 348291 293 307 357322 282 293321 321 294 303 327 348 348282 339273 320298 282 292 291 348 356321 366 329 303 303 295 301292 302292 302321 306 338 348 338301 353 337

322 301 300 310 310 319 328 363321 302 298 325320 333 301 296 300 300 329

327 292 299 309 327 337 338300 316310 328341 341 300 317331 291 300 300 315 327 305 346331 331 310 311 291 326 328315341 293 286 309 327299 318331 309332 308 302 281 309 317 317319 290 317 323312 292 290 296 341330 329 329 292 319 327319 318 327330 290 324 317312319 300 299329 320 309 307

333 319 308 292 280 300 307 327 327 327 343332 290324 296 303 304339339 287 299 334327315 312 312 289 309 327329 329 333318 299 317350 346 319335 321 279 299 317 337299369 328 301306 319 329359 326318 349338 319 298 319348 307 317 317 336308 320360 359 322 309 309 289 327 328338 298 317328 322 337 336317348 348 346 317 307 308 307 314375 307 371 317 317 329 313 317337 330 317 318 316 317 317 317

311 316 346348 339 324 326365 322 326 325348 322 317 327349 341 327 305 322 346

358 358 327 327 327295 317 326 347 357 373 336326 326326 326 326 336 325 336316 330 326

337 336 327 327 327 322 318 327 358 343 367 366 351 348

348 341 336 337 326 334 353 336 335 338357 318 318 336367 356 356 346

367 362 357 358 326 336367 336 335 337 346

366 341 326 336367 372 327 338 332 326 336 336370 358 357 348 356 335 336 346 337 335352 338 354 326

376 356 346 347357375 365 369 332 336 336373 359 358 353 356 346 346 346 346 366 326336 335380 357 345 337 331 330

356371 377 352 375 345 368 374 359 354 346 346 346 345 336 335 335377

376 376 366 366 366 356 360 356 385 326 377 377 367 366 368 356 359 356 366 364

356 356 353 355 341 341 321

367 372 366 378 366 355 355 385 337 345 339Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,339366 366 366 366 429 366 356 359 368 354 361 345IGN, and the GIS User Community

Legend

Minimum Pressure Existing Watermain Proposed Land Use ¯< 140 kPa Proposed Watermain Low Density Residential

140 - 275 kPa Northwest Secondary PlanExisting Watermain Medium Density Residential Municipal Servicing

275 - 350 kPa To Be Replaced Mixed Use

350 - 550 kPa Parks Existing Min Pressure during ADD EPS

550 -700 kPa

> 700 kPa Project No.: 2018-5190 Figure A-1

Date.: January 2020

MMMMM


279 355 312 365 301250 270 290

355 311251 283

351

259 266 284 321

345 249

336 321 367 345 277 331 330 327 323 333 341

295 304 313277 278 259 266 327 335 336 360337250

327327 336 337 336

271 263 317 322 329 336 364

334 361

336 302 354309307 336311 332 349273 300

258 297 328 327 327307 290 330 346 345 292 345329 336 339 346314 346286 284 284 284 291264 307275 288 346287 308273 326 327 339 336262 287 285 289 307 345266 263 284 304 346 336285 303274313 295 289 292 314 327285 283 288 346271 274 284 284 292 338312 276 300 327

336 276 289 292 323 337284 285 297 345314 274 285313 313 286 294 316 337 337274 328265 284 282 310313 357 322 295 295 291 274 286 292 337

284 294284 294313 298 327 337 327292 343 325 314 293 291 300 301 309 316 352

314 294 290 313312 325 293 287 291 290 318 319 284 290 299 315 325 326

290 306302 316332 333 290 305323 281 290 289 303 315 293 335322 323 283 315 316301 302 304333 284 276 299 315289 308323 299324 300 294 270 299 305 305308 280 305 311304 284 280 285 330320 309321 319 320 284 308 312 305 306 315 315279304308 289 289318 309 299 295 322 309 300 283 270 289 295 315 315 315 332322 279313 288 295 294328328 277 289 322315304 303 303 279 299 315317 317 322310 288 305340 335 307324 313 268 289 305 326

295 358 317 293 288 307 318349 314306 337327 307 286 307337 325295 305 305295 309349 348 310 297 297 278 315 316326 286 305316 310 325 325305337 337 335 305 295 295 295 302365 295 359 305 305 317 301 305

337 327 325 318 305 306 304 305 305 305 299

304 334311 314354 310 315336 310 305 315337 329 315 293 310 334 346 346 315 315 315283 305 314

335 345 361 324314 314314 314 314 324 313 324304 318 314325 324 315 315 315 310 306 314336346 332 355 354 339

336 329 324 325 314 322 341 324 323 326345 306 306 324355 344 344 334346 314 324355 350 345 355 323 323 324 334

354 329 314 324355 360 315 325 320 314 323 324358 346 345 335 343 323 323 334 325 323339 326 342 314

364 344 333 334356 344363 353 320 334 324 324361 347 341 343 334 333 353 314 368 344 333 325345 333 324 322

319 319343358 365 339 363 333346356 362 342 333 333 333 332 324 323 323365 363 363 354 353 353 343 348 343 373343 314

365 365 355 353 356 343 346 343 354 351 344 341 343 329 329 309 355 359 353 366 353 343 343 373 325 333 327Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,327353 353 353 353 417 353 343 346 356 342 349 333

IGN, and the GIS User Community

Legend


140 - 275 kPa Northwest Secondary PlanExisting Watermain Medium Density Residential Municipal ServicingTo Be Replaced275 - 350 kPa

Mixed Use 350 - 550 kPa

Parks Existing Min Pressure during MDD EPS 550 -700 kPa


Date.: January 2020

MMMMM

Shoalts Reservoir ^ M

53 40 136 42176 104 89

126 5282 91

131 59 85

108 75 157

81 258 258 223

155 199 205 218 267 289 132 235 70202 198 217

107 223 112 147 152 44881

274 153 275 183 84

17716978 102 179 161 295 455 143

427101 263 319172 139 13979 99 33360 310 286100 143 309

187 448108 115 214 100 102 241 87 157 302

170 199 200 346256 125 130 8483 160 128 252 261193 16072 78 206 48 151 53 113 112 258 135 40 147 265 137

214 30294 180 116 161 21164 138 258 240

62195 209 307 113 256 125 229 22554 299 65 226 307 104

72 95 111 96 105162 96 9272 74 76 68 53 21886100272 87 253 91 137 89 108

73 408 60 167 62 108 74 215 611491 265 81 11871 72

81 93140 276 113 93251 67 121 145 12472 16279 99 84 112 139 129 107 406270 89 292 296 112 7015283 80 67 93 147226 1348074 204 252 8394 133 121103 54 63 104 43630 254 55 97 84 52 167 187 145 195 212 212

93 8381 132 228 72 268 218 42 216 205 162 349242 87 61192 142216 169136107 172 7777 155111 17598 70 62 66 299214 228135164 136

99 253 44218 154 147215 129 99 326168 69238 136 166132121 161113 63 42

174 72 72 237 76 120 97 171 55 110 310232 78158 212 22 244 269 104 118 102 66 70

172 102 312123192 103 127 255 117 156152 85 294148 246 103 100 156266 109 346 39176 178 101 77268 124 135 180 159134 154 360100 234 320 11127891 101 173 195 168195 275 284 43 220 238 245 237

214 233 274 234 239 235 252 216 272 274 231

157 90 221 248 305 117 119 204127 180 174 82

105 74 323 91 111155 145 163 103 119 62 101 155258 6567129 109 123 98 118 71140 124 136 58 74

94

204 122 118 264 128 117 88 114 141 58 58 287

161 155 297 58 98 127 109 154141 139 172 74 111 67 70 2760 128 11477 165 73

115 43 288159 173120 141

138 128 85 130 161 144 161 60 120 56123 306 109 107 114 15898 146 62

130 105 193 194 157 159 93 151 124

159 166 69 81 136 132 150 92 263 33 54Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,48

157 67 166 189 96 95 126 154 69 119 IGN, and the GIS User Community

Legend

Available Fire Flow Existing Watermain Proposed Land Use ¯< 37 L/s Low Density Residential 37 - 67 L/s

Proposed Watermain Northwest Secondary Plan

Existing Watermain Medium Density Residential Municipal Servicing67 - 95 L/s To Be Replaced

Mixed Use95 - 133 L/s Parks Existing Available Fire Flow during MDD>133 L/s

Project No.: 2018-5190 Figure A-3

Date.: January 2020

MMMMM


284 364 320 374

254 275 294 309

364 255 288 319

360

264 271 289 328

355

256 282 283

254

264 272 282 302 311 320 339 339 336 333 342

336 346 331351

346345 347

377 354

369

336 336

346 346 346

276 268 341

326 332 339 371 346 374

346

279 263

310

309 317 318 321 342 346 364

358

307 337 336 336316 299 340 355 354 300 354339 346 348 355323 355293 291 291 291 299271 317282 296 356294280 336 336 348 345269272 270 294 291 293 297 313

317 317 356 354

345292 312320 302 296 281 292 295 300 324 336290 355277 281 291 291 300 347282 336320 308 346300 346290 292 282 296 305 332 355321 281 292320 320 293 302 325 346 346271 281 337297 281 291 290 318 354320 365 328 302 302 293 299 346

291 301320 291 301 305 336 346 336299 352 335300 299 308 309 318 326321 361301 297 323319 332 300 295 299 298 327 326 291 298 308 325 335 336

298 314308 326 330 340 340 299 315289 298 298 313 325 303 344330 330 309 310 289 325 326313340 291 284 308 325297 317330331 307 301 279 308 308 315 315318 289 315 321311 291 289 294 339329 328 328 291 317 325317 322 315 316 325329 288311318 298 298328 319 308 305318 307 279 298 325332 290 288 305 325 325 341331 323 295 302 303337337 286 298 332325314 310 310 325

345 327 327 317 288 298 308 315 331

349 317334 320 278 298 315 335297368 327 300305 317 328358 324317 347337 318 296 317347 335305 316 315306359 357 320 308 307 319 288 325 326336 296 315326 321 335 334315347 345 316 306 306 305 312374 306 369 315 327315309311 315335 328 316 317 315 315 314 364 347 338 315 315 322 324 344

321 325 324347 321 315 325348 339 326 303 320 344 357 357 326 325326 294 315 325

346 356 372 325 334325 334 323 334321 325 328 325 325 325 325 336 335 326 325 325 314 316357 342 366 365 350 346

347 340 334 335 325 333 352 334 333 336356 316 317 334366 355 355 345

366 361 356 357 325 334 334 334 335 345

365 340 324 334366 326 336 330 325 334 334369 357 356 346 354 334 334 344 335 333350 336 353 324

374 355 344 345367 355374 364 331 334 334376 352 354 345 344 325372 358 344 364356 344 334 333355 344 336 329 329354369 375 350 373 343357 344 344 344 343373 352 334 334 334367 376

374 374 365 364 364 354 359 354 384376 354 324 376 364 367 354 357 354 365 362 355 352 354 340 340 320

366 370 364 377 364 354 354 383 336 344 337Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,337364 344364 364 364 364 428 354 357 366 353IGN, and the GIS User Community 359

Legend




Future Min Pressure during ADD EPS350 - 550 kPa Parks without NWSP and without Modifications

550 -700 kPa to WTP Pumping Scheme


Date.: January 2020

MMMMM


265 324 296 334

234 255 275 285

325 236 269 295

321

245 251 270 305

316

236 263 264

235

245 252 263 282 290 297 314 312 306 301 311

304 314 298319

314313 315

343 316

330

304 304

314 314 314

257 249 318

294 300 307 339 314 336

314

259 244

286

277 285 287 289 310 314 327

321

275 306 304 304284 267 308 321 318 276 319307 314 316 320292 322273 270 270 270 273251 286261 270 324273260 304 304 317 313249253 249 274 270 271 274 285

288 286 324 320

313272 283300 282 276 261 272 273 277 292 305268 324258 261 270 270 277 315263 306299 283 314277 315271 272 263 275 280 301 321301 261 271300 299 273 279 293 316

261 307278 251 260 270 267 293 314

299 344 309 282 282 270 276 316 271 280271 281300 284 306 317 306276 321 303280 274 282 284 291 294300 329282 276 291298 312 279 270 274 272 300

306 270 273 281 293 303 304272 287289 294

309 319 320 273 283265 274 271 281 293 271 313309 311 269 292 294287 287 286319 270 260 281 293272 289311 281310 287 280 253 281 283 283291 282 289290 270 262 262 267 307308 302305 290

270 290 290 290 283 284 293 293303 261291 272 271301 292 280 273 305 292 286 268 262 252 271 273 293 293 293 309308 296 274 281 276311311 259 271 300293287 290 290 261 293300 300 280 299270 283296325 318 290307 299 250 271 283 303

278 340 299 279 269 284 295333 292284 314 320 309 288 267 285 302274 284 283275334 332 291 277 276 290 260 292 293308 266 282296 288 302 302282320 317 285 275 275 274 280348 275 282 295338 282276280 283305 298 285 285 283 282 282 282319 308 282 290 292 312

337 289 292319 291 283 292319 309 294 272 287 312 329 329 296 293296 262 283 292

318 328 344 292 302292 302 291 301289 293 296 292 292 292 292 306 304 294 294 294 283 284328 314 337 335 320 316

318 311 301 304 292 300 319 302 300 303327 284 284 302338 324 323 312

327 327 292 301337 332 301 301 302 312 333 308 291 301337327 314 321

293 303 297 292 301 301340 328 301 301 311 303 300318 303 320 292

343 323 312 313335 336 323345 298 311 301 301347 319 322 312 292343 329 311 331324 311 301 300 296 296322 311 303

322337 344 318 340 310325 319 311 311 311 310344 301 301 301338 347 343 342 333 331 331 321 326 322 351

347 347 331 334 321 324 321 332 321 321 318 321 307 307 287 291

329337 331 344 332 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,337 321 321 350 303 311 304 304395 331 311332 331 331 331 321 324 333 320IGN, and the GIS User Community 326

Legend


140 - 275 kPa Northwest Secondary PlanExisting Watermain Medium Density Residential Municipal ServicingTo Be Replaced275 - 350 kPa

Mixed Use Min Pressure during MDD EPS350 - 550 kPa

Parks without NWSP and without Modifications to WTP Pumping Scheme550 -700 kPa


Date.: January 2020

MMMMM


296 400 342 410 331265 287 307

400 341268 301

395

277 284 303 351

390 268

378 363 410 391 297 363 364 366 364 374 382

319 331 343296 296 278 286 368 377 378 406378270

368368 378 378 378

292 281 358 363 371 378 410

364 402

378 332 400350349 378353 374 395296 341

279 338 369 368 368348 331 372 390 391 323 391371 378 381 390355 388311 311 311 311 324292 347302 322 388315 346298 368 368 380 379289 315 314 319 346 391290 290 311 340 388 379310 339299340 322 314 323 357 368312 312 317 387295 301 311 312 323 380339 300 335 368

378 300 316 324 364 378308 310 332 391340 301 313340 340 312 326 359 378 378301 369291 345315 302 312 314 378 390340 385 346 319 319 317 324311 321311 321339 326 368 378 369324 386 372

341 319 325 336 335 346 362 398320 318 360339 351 322 321 325 326 356 345 312 324 336 363 373 374

326 343328 364360 359 325 352350 315 324 327 351 363 341 382350 350 331 332 310 363 364342360 313 310 336 363325 346350 337351 327 321 307 337 353 353344 316 352 359331 312 316 323 378349 349 355 311 347 363346 354 363355 317 360 353331344 326 327354 346 337 343 358 344 327 313 306 326 343 363 363 363 380353 316350 315 323 332364364 314 327 370363341 331 331 316 337 363355 355 370338 327 353372 371 345361 341 308 327 353 375328396 355 321332 355 367382 363355 385365 348 329 356374 341 353 353 376340 349384 382 351 342 341 318 364 365366 331 354357 359 376 375354374 373 350 340 340 341 350400 340 404 354 354 367

346 354366 360 350 351 353 353 354 354 348

353 385374 368 360 365391 355 365 366375 353 354 364376 370 360 339 360 385 384 384 358 358 365328 353 365

374 384 399 377365 365365 365 365 375 364 377351 368 365368 367 359 360 360 356 354 363

385 370 395 394 380 377 375 368 377

370 364 373 392 375 374 377384 356 356 375394 388 388 380 394 389 384 389 365 377

375 374 376 386 399 375 365 377394 365 376 370 365 375 377397 385 384 382 390

375 375 387 378 376386 377 394 368 408 389 380 381390

386 402 392 404 401 388 391 370 384 384 375 377 367400 392 385 386 407375 374391 388 378 375 375

391403 410 387 418 387 395 401 393 392 384 385 385 384 377 380 379404

409 409 400 401 400 391 395 391 429 370 404 404 401 403 391 394 391 402 400

394 395 393 395 385 385 366

394 407 401 413 400 395 396 429 382 390 384Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,383400 401 401 401 465 401 391 395 405 394 401 390IGN, and the GIS User Community

Legend




Future Min Pressure during ADD EPS350 - 550 kPa Parks without NWSP and with Modifications



Date.: January 2020

MMMMM


283 360 318 370

253 274 294 307

361 255 287 317

356

263 270 288 326

351

254 281 282

253

263 271 281 300 309 318 337 336 334 330 340

333 343 328348

343342 344

374 351

365

333 333

343 343 343

275 267 339

323 329 336 368 343 370

343

278 262

308

306 314 316 318 339 343 360

355

304 335 333 333313 296 337 352 351 298 351336 343 345 352320 352291 289 289 289 297270 314280 294 353293279 333 333 346 343268271 268 293 289 291 295 310

315 314 353 351

342290 309319 301 294 279 291 294 298 321 333289 353276 280 289 289 298 344281 334318 306 343298 343289 291 281 294 303 329 352319 280 290319 319 291 300 322 343

280 334296 270 279 289 288 316 343

319 363 327 300 300 292 298 343 290 299289 300319 303 334 344 334298 349 332298 297 306 307 315 324320 358300 295 320318 330 298 293 297 296 325

325 289 296 306 322 332 333296 312307 323

329 338 339 297 312287 296 296 311 322 301 342328 329 288 322 323308 308 311339 290 282 306 322295 314329 305329 305 299 277 305 312 312316 312 318309 289 287 286 292 337327 326326 309

289 315 315 319 313 313 322 322327 286316 296 296326 317 305 303 330 316 305 289 286 277 296 303 322 322 322 338329 321 293 301 301335335 284 296 329322312 309 309 286 322325 325 305 329295 312315347 342 315332 319 275 296 312 333

303 365 325 298 295 314 325356 321314 344 345 334 315 294 314 332303 313 312303357 355 318 305 305 316 285 322 323334 294 312324 318 332 332312345 343 313 303 303 302 310372 303 312 325366 312306309 312333 326 313 314 312 312 312 311344 335 312 319 322 341

362 318 322344 318 312 322345 337 323 300 317 341 354 354 323 322323 291 312 322

344 354 369 322 331322 332 320 331318 322 326 322 322 322 322 333 332 323 323 323 311 313354 340 363 362 347 344

345 338 331 332 322 330 349 331 330 333354 313 314 331364 352 352 342

354 354 322 331363 359 331 331 332 342 362 337 321 331363353 343 351

323 333 327 322 331 331367 354 331 331 341 332 330347 333 350 321

371 352 341 342362 364 352372 328 341 331 331373 349 351 342 322370 356 341 361353 341 331 330 326 326352 341 333

351366 373 347 370 340354 349 341 341 341 340370 331 331 331365 373 371 371 362 361 361 351 356 351 381

373 373 361 364 351 354 351 362 351 352 349 351 337 337 317 321


Legend




Future Min Pressure during MDD EPS350 - 550 kPa Parks without NWSP and with Modifications



Date.: January 2020

MMMMM


54 41 140 44179 106 91

130 5484 93

136 60 87

111 78 163

84 268 267 230

160 206 212 227 277 299 138 243 74209 205 225

109 229 118 153 158 45983

284 160 285 190 88

18417380 107 187 169 306 466 150

439107 274 331179 145 14581 105 34264 323 297106 150 322

195 466114 121 223 105 105 251 91 165 316

177 208 209 361267 132 136 8886 167 134 264 273202 16876 82 215 51 159 55 117 116 269 142 42 155 278 144

223 31597 187 121 167 22066 142 270 250

65201 215 320 118 269 131 235 23356 314 69 239 322 109

75 99 115 101 110167 100 9675 76 79 71 56 22889104279 90 263 96 144 95 116

75 437 64 174 66 113 78 228 665530 272 87 12574 78

85 292 119 100145 100260 71 128 153 133

82 103 74 17390 118 149 138 115 439277 92 307 310 121 7516086 83 71 99 157238 1428677 210 262 8899 143 130107 57 68 111 47432 260 58 101 88 56 176 200 156 209 226 226 100 8985 139 244

76 282 226 45 229 220 173 374249 92 65198 148227 179142112 182 8382 166117 188103 73 67 71 319228 244139169 142 228 103 164 158 272 49226 136175 103 75 349244 146 178143129 174

121 68 46 186 79 78

242 79 128 104 184 59 119 333244 85169 226 24 248 282 112 126 110 72 76

184 111 336133204 110 136 274 126 168161 90 318155 260 111 108 168269 116 374 42185 190 110 83281 131 144 194 172140 161 391106 249 345 12027885 94 186 209 180210 295 305 48 236 257 264 256

185 227 290 248 254 251 270 233 275 282 241

126 98 238 267 330 127 128 219137 195 139 90

111 79 340 99 122115 109 115 112 128 68 109 168275 7196 118 133 106 127 78

71 101 93 101 62 79

102

216 131 128 285 138 127 97 125 149 61 62 306

107 99 314 62 105 11899 97 183 79 119 136 73 76 168 3064 137 12382 177 81

127 49 306168 188126 149

96 94 90 139 173 155 173 66 133 6286 322 115 114 121 169104 154 67

89 84 204 205 166 169 100 162 133



Legend

Available Fire Flow Existing Watermain Proposed Land Use ¯ < 37 L/s Low Density Residential 37 - 67 L/s

Proposed Watermain Northwest Secondary Plan

Existing Watermain Medium Density Residential Municipal Servicing67 - 95 L/s To Be Replaced

Mixed Use95 - 133 L/s Available Fire Flow during MDD Parks without NWSP and with Modifications>133 L/s

to WTP Pumping Scheme


Date.: January 2020

MMMMM


296 396 338 370 406

264 286 306 327 360

349 396 267 300 337

391

276 283 302 347

385

269 295 296

267

277 285 296 317 328 339 359 359 360 357 367

361 371 356376

372371 372

403 388

403

361 362

372 372 372

291 281 360

334 350 357 364 396 372 407

372

295 278

288

328

335 342 344 347 368 372 397

392

332 364 362 363342 325 366 387 388 319 388366 373 376 386350 385309 309 309 309 320290 342300 318 383313297 364 364 376 375288289 288 313 310 312 316 336

342 342 383 388

375308 335339 320 313 297 311 314 322 352 365310 384294 299 309 310 322 376299 365338 333 375322 375307 308 299 315 330 360 388338 300 311339 338 311 324 355 375 375290 300 366314 300 310 312 343 387339 383 345 318 318 315 322 375

309 320338 309 319 324 365 375 366322 383 369318 323 333 333 344 358340 395319 316 357338 350 320 318 323 324 354 344 310 322 334 360 370 371

324 341327 361 349 358 358 323 349313 322 325 347 360 339 379349 348 330 330 309 360 361340359 311 308 333 360323 343348350 325 320 304 334 334 349 350343 314 349 356329 310 314 321 375347 348 353 310 344 360344 356 350 351 360354 314329343 324 325352 344 334 340342 326 304 324 360356 311 314 340 360 361 377352 348 314 321 330362362 312 325 367360339 330 330 360

369 353 353 336 314 325 334 350 367

371 343359 339 306 325 350 372326394 353 319330 353 364381 360352 383363 346 327 353372 373339 350 350338382 381 349 339 339 347 316 361 362364 328 351355 356 373 372351372 371 347 338 338 339 347398 338 401 351 364351345343 352364 358 348 348 351 351 350 389 372 366 350 351 357 362 382

353 362 363373 351 351 361375 368 357 336 357 383 382 382 356 362356 326 351 362

373 383 397 362 374362 372 361 375354 360 365 362 362 362 362 365 365 357 358 358 348 351383 368 393 392 378 375

373 366 375 368 361 370 389 372 371 374382 353 353 373392 386 386 378

392 387 382 387 362 375 372 372 373 383

396 373 363 374392 363 373 367 363 372 375395 383 382 379 387 372 372 384 375 373384 375 392 365

406 387 378 379399 388400 390 368 373 374402 385 388 382 382 365399 384 383 404390 382 373 371389 385 376 372 372389401 407 384 415 385391 382 382 382 382399 390 374 377 377393 402

406 406 397 398 398 389 393 388 426402 391 367 402 398 401 389 392 389 400 397 393 390 392 383 383 363

392 404 398 411 398 392 393 427 379 387 382Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,380399 387398 398 399 399 462 389 393 403 391IGN, and the GIS User Community 398

Legend




Future Min Pressure during ADD EPS350 - 550 kPa Parks with NWSP and Modifications to

550 -700 kPa WTP Pumping Scheme


Date.: January 2020

MMMMM


281 345 314 342 355

251 272 291 304 332

323 346 252 285 314

342

261 268 286 323

337

252 279 280

251

261 268 278 298 307 316 334 334 332 329 338

332 341 324346

342341 343

368 337

354

332 332

342 342 342

273 265 337

309 324 329 336 367 342 362

343

276 260

269

306

306 314 315 318 338 343 354

349

304 334 333 333313 296 337 351 348 296 349336 343 345 350320 351289 288 287 287 296268 314278 293 352291277 333 333 345 342266269 267 291 287 289 294 310

314 313 352 350

342288 308317 299 292 277 289 292 296 321 333287 352274 278 287 287 296 343279 333316 305 342296 342287 289 279 292 302 328 350317 278 288317 317 289 298 322 342

278 333294 268 278 288 286 315 342

317 361 325 298 298 290 296 342 288 297287 298317 302 333 343 332296 348 331297 295 305 305 314 324318 357298 294 320316 328 297 291 295 295 324

323 287 294 304 321 331 332295 311305 322

327 336 337 295 312286 295 294 310 322 299 341326 327 286 321 322306 306 310337 288 281 304 321294 313327 304328 303 297 276 304 312 312314 311 317307 287 285 285 290 335325 324324 307

287 314 314 319 312 312 321 321325 285314 295 294324 315 304 302 328 314 303 287 285 275 294 302 321 321 321 337327 319 291 299 299334334 282 294 328321310 307 307 284 321324 324 304 328294 311314345 341 314330 317 274 294 311 332

301 364 323 297 294 313 324354 320313 343 343 333 314 293 313 331302 312 311302355 354 317 304 303 315 284 321 322333 293 311322 317 331 330311343 341 312 302 302 301 309371 302 311 324365 311305307 311331 324 312 313 311 311 311 310343 334 311 318 321 340

360 317 321343 317 311 321344 335 322 299 316 340 353 353 322 321322 290 311 321

343 353 368 321 330321 331 319 330317 321 325 321 321 321 321 332 331 322 321 321 310 312353 338 362 361 346 342

343 336 330 331 321 329 348 330 329 332352 312 313 330362 351 351 340

352 353 321 330362 357 330 330 331 341 361 336 320 330362352 342 350

322 332 326 321 330 330365 353 330 330 340 331 329346 332 349 320

370 350 340 341360 363 351370 327 340 330 330372 348 350 341 321369 354 340 360352 340 330 329 326 325351 340 332

350365 371 346 369 339353 348 340 340 340 339369 330 330 330363 372 370 370 361 360 360 350 355 350 380

372 372 360 363 350 353 350 361 350 351 348 350 336 336 316 320


Legend

Minimum Pressure Existing Watermain Proposed Land Use ¯< 140 kPa Low Density ResidentialProposed Watermain

Northwest Secondary Plan140 - 275 kPa Existing Watermain Medium Density Residential Municipal ServicingTo Be Replaced275 - 350 kPa

Mixed Use Future Min Pressure during MDD EPS

350 - 550 kPa Parks with NWSP and Modifications to

WTP Pumping Scheme550 -700 kPa


Date.: January 2020

mccauleys

Arrow

MMMMM


54 89 91 137 92177 106 90

128410 83 93 114

133 59 86

113 157 160

85 355 313 251

190 408 585 397 442 376 139 439 73414 381 404

108 228 119 157 162 44582

340 166 329 199 87

25217179 177 242 177 357 453 516 153

428122 426 385280 147 14753180 112 33564 439 348111 159 370

228 456113 120 226 103 104 252 89 172 432

175 206 223 393271 134 137 8784 165 132 286 286215 17275 80 222 50 163 54 115 114 268 142 41 157 398 143

222 32396 185 119 166 22065 140 268 251

64199 213 318 116 266 129 233 23255 313 67 355 324 108

74 98 113 99 109165 98 9574 75 77 70 55 22788102277 89 261 94 142 94 114

74 433 63 172 65 111 77 318 658523 270 85 12373 77

84 98143 290 117 98258 70 126 151 131

81 101 73 18088 117 152 138 113 436275 90 305 308 120 7415885 82 70 97 155236 1408476 208 260 8797 146 128106 56 66 109 47131 258 57 100 86 55 174 209 157 207 224 224 98 8785 137 268

75 280 224 44 226 234 171 373247 91 64196 146225 177141111 180 8281 164115 189102 72 66 69 318225 252138167 141 226 102 162 155 284 48224 135174 101 74 347242 145 177142127 172

120 66 45 184 77 77

240 78 126 102 182 58 117 331243 84170 224 24 247 280 110 125 108 71 75

182 109 334131202 109 134 272 124 166160 89 322153 258 109 106 166267 115 373 42183 188 108 82279 129 143 192 169139 159 390105 247 343 11827685 94 184 207 179208 294 304 47 234 255 262 254

184 226 288 246 252 249 268 231 273 280 240

126 96 236 266 329 125 127 217135 193 139 89

110 78 339 98 120115 109 114 110 127 67 108 166273 7096 116 131 105 125 77

70 101 93 100 61 78

100

214 129 126 284 137 126 95 124 148 61 61 304

107 99 312 61 104 11698 97 181 78 118 135 72 75 166 3063 135 12281 175 80

125 48 304167 186125 147

96 94 89 137 171 153 171 65 131 6186 321 114 112 120 167103 153 67

89 84 202 204 165 167 99 160 131



Legend

Available Fire Flow Existing Watermain Proposed Land Use ¯< 37 L/s Proposed Watermain Low Density Residential

37 - 67 L/s Northwest Secondary PlanExisting Watermain Medium Density Residential Municipal Servicing67 - 95 L/s To Be Replaced

Mixed Use95 - 133 L/s Future Available Fire Flow during MDD Parks with NWSP and Modifications to>133 L/s

WTP Pumping Scheme


Date.: January 2020

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City of Welland

APPENDIX B - SANITARY

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B-1

Northwest Secondary Plan Municipal Servicing

2041 Quaker Road to Towpath SPS Trunk Sewer Available Capacity

Pipe Segment ID Full Flow Capacity

(L/s)

2041 without Line Avenue Connection 2041 with Line Avenue Connection

Peak Flow 2041 (L/s) Available Capacity

(L/s) Peak Flow 2041 (L/s)

Available Capacity (L/s)

19001374 608 146 462 273 335 19001375 547 146 401 274 273 19001376 383 147 236 274 109 19001377 495 147 348 274 221 19001378 446 147 299 274 172 19001366 282 125 157 124 158 19001367 327 126 201 125 202 19001365 313 124 189 124 189 19001364 370 124 246 123 247 19001363 353 123 230 122 231 19001379 639 147 492 274 365 19001380 623 147 476 274 349 19001381 540 148 392 275 265 19001382 729 148 581 275 454 19001383 452 148 304 276 176 19001384 720 149 571 276 444 19001385 747 149 598 277 470 19001386 638 149 489 277 361 19001387 588 149 439 277 311 19001388 638 150 488 277 361 19001389 816 150 666 278 538 19001390 671 170 501 297 374 19001391 731 170 561 297 434 19001392 718 170 548 297 421 19001393 731 170 561 297 434 19001394 717 170 547 297 420 19001395 714 170 544 297 417 19001396 733 170 563 298 435 19001397 844 170 674 297 547 19001398 708 170 538 297 411 19001399 740 170 570 297 443 19001400 718 170 548 297 421 19001401 718 170 548 297 421 19001402 918 170 748 297 621 19001403 917 170 747 297 620 19001404 907 170 737 297 610 19001405 401 171 230 299 102 19001406 923 171 752 299 624 19001407 1143 177 966 305 838 19001408 914 177 737 305 609 19001409 914 177 737 305 609 19001410 912 177 735 305 607 19001411 914 177 737 305 609 19001412 1125 220 905 348 777 19001413 889 220 669 348 541 19001519 3470 220 3250 348 3122 19001520 3544 220 3324 348 3196

SANITARY SEWER DESIGN SHEET - with Line Aveune Connection Date: Project: Welland Northwest Secondary Plan Roughness Coefficient (n) = 0.013 Design By: Residential Per Capita Flow Rate = 0.00318287 L/cap/s (275 L/cap/day) Checked By: Infiltration Rate= 0.286 L/s/ha

TOTAL (NWSP + EX) LENGTH PERCENT CAPACITY

U/S D/S

AREA POP. Served

FULL CHECK

STREET ID FROM TO m (ha) (ppl) (ha) (ppl) (l/s) (dmnl) (L/s) (L/s) (L/s) (L/s) (L/s) (mm) (%) (%) (%) ( mm) ( m2) ( m) (m/s) (L/s) (%) (m/s)

Flows from Hurricane SPS/Rice Road (North) - - 406592MH01 - - - - - - - - - - - - 125.0 125.0 125.0 - - - - - - - - - -

Rice Road (N of Quaker) A11, A40 406592MH01 406590MH01 180.23 179.85 387 6.1 339 6.1 339 1.08 4.00 4.32 1.74 6.07 0.0 125.0 131.1 600 0.10 1.07 0.10 609.6 0.292 0.152 0.69 202.6 64.7 OK 0.66 Rice Road (N of Quaker to Quaker) A1, A9, A18, A29 406590MH01 406497MH01 179.72 179.55 101 9.3 573 15.4 912 2.90 3.83 11.11 4.42 15.53 0.0 125.0 140.5 600 0.17 1.07 0.17 609.6 0.292 0.152 0.90 264.1 53.2 OK 0.81

Flows from West of Quaker and Rice - - 406497MH01 - - - - - - - - - - - - 147.0 147.0 147.0 - - - - - - - - - - -

NWSP (W of Rice, S of Quaker) A3 NW1 NW2 188.75 186.43 278 1.7 96 1.7 96 0.31 4.00 1.23 0.48 1.70 0.0 0.0 1.7 200 0.84 1.54 0.84 203.2 0.032 0.051 0.97 31.4 5.4 OK 0.44 NWSP (W of Rice, S of Quaker) A4 NW2 NW3 186.43 185.90 159 3.7 215 5.4 311.5 0.99 4.00 3.97 1.55 5.51 0.0 0.0 5.5 200 0.33 1.54 0.33 203.2 0.032 0.051 0.61 19.7 28.0 OK 0.46 NWSP (W of Rice, S of Quaker) A5, A12, A23 NW3 NW4 185.90 185.20 319 10.4 599 15.8 910.2 2.90 3.83 11.08 4.52 15.60 0.0 0.0 15.6 300 0.22 1.34 0.22 304.8 0.073 0.076 0.65 47.3 33.0 OK 0.51 Rice Road (S of Quaker) - NW4 NW5 185.20 185.01 98 - - 15.8 910.2 2.90 3.83 11.08 4.52 15.60 0.0 0.0 15.6 300 0.19 1.34 0.19 304.8 0.073 0.076 0.60 44.0 35.5 OK 0.48 Rice Road (S of Quaker to Quaker) A6, A26, A37, A38 NW5 406497MH01 185.01 179.36 200 9.4 631 25.2 1541 4.90 3.67 18.01 7.20 25.21 0.0 0.0 25.2 300 2.82 1.34 1.34 304.8 0.073 0.076 1.60 117.0 21.6 OK 1.11

Quaker Road (Rice to W of Cataract) A27, A28, A31, A33 406497MH01 416427MH01 179.36 178.96 307 3.7 470 44.4 2923 9.30 3.45 32.12 12.69 44.81 0.0 272.0 316.8 750 0.13 0.99 0.13 762.0 0.456 0.191 0.92 418.8 75.7 OK 0.90

NWSP (E of Rice, S of Quaker) A7 NW6 NW7 183.37 181.73 235 1.7 98 1.7 98 0.31 4.00 1.25 0.49 1.74 0.0 0.0 1.7 200 0.70 1.54 0.70 203.2 0.032 0.051 0.88 28.6 6.1 OK 0.42 NWSP (E of Rice, S of Quaker) A8, A10, A41 NW7 416427MH01 181.73 178.96 199 16.2 820 17.9 918 2.92 3.82 11.18 5.13 16.30 0.0 0.0 16.3 200 1.39 1.54 1.39 203.2 0.032 0.051 1.24 40.3 40.4 OK 1.03

NWSP (E of Cataract, N of Quaker) A20, A21, A22, A42 NW8 NW9 181.29 179.94 408 6.3 339 6.3 339 1.08 4.00 4.31 1.81 6.12 0.0 0.0 6.1 200 0.33 1.54 0.33 203.2 0.032 0.051 0.61 19.7 31.1 OK 0.47 NWSP (E of Cataract, N of Quaker) A13, A19, A24 NW9 416427MH01 179.94 178.98 290 10.0 575 16.3 914 2.91 3.82 11.12 4.66 15.79 0.0 0.0 15.8 200 0.33 1.54 0.33 203.2 0.032 0.051 0.61 19.7 80.3 OK 0.60

Quaker Road (W of Cataract to W of Niagara) A30, A34, A35, A36 416427MH01 426407MH03 178.96 177.58 830 4.5 403 83.1 5158 16.42 3.23 53.07 23.76 76.83 3.0 275.0 351.8 750 0.17 0.99 0.17 762.0 0.456 0.191 1.05 478.9 73.5 OK 1.03

NWSP (W of Cataract, N of Quaker) A14, A17 NW10 NW11 179.74 179.01 118 6.1 351 6.1 351 1.12 4.00 4.47 1.74 6.22 0.0 0.0 6.2 200 0.62 1.54 0.62 203.2 0.032 0.051 0.83 26.9 23.1 OK 0.59


NWSP (W of Cataract, N of Quaker) A39 NW11 NW13 178.91 178.50 216 2.3 0 10.6 481 1.53 3.98 6.10 3.04 9.15 0.0 0.0 9.1 300 0.19 1.34 0.19 304.8 0.073 0.076 0.60 44.0 20.8 OK 0.41 NWSP (W of Cataract, N of Quaker) A2 NW13 NW14 178.50 177.98 116 2.4 140 13.1 621 1.98 3.92 7.76 3.74 11.50 0.0 0.0 11.5 300 0.45 1.34 0.45 304.8 0.073 0.076 0.93 67.7 17.0 OK 0.60 NWSP (W of Cataract, N of Quaker) A32 NW14 426407MH03 177.98 177.58 58 7.0 634 20.1 1255 4.00 3.73 14.92 5.75 20.67 0.0 0.0 20.7 300 0.69 1.34 0.69 304.8 0.073 0.076 1.15 83.8 24.7 OK 0.83

NWSP (W of First, N of Quaker) - 426407MH03 426427MH01 177.58 177.10 208 - - 103.2 6413 20.41 3.14 64.16 29.51 93.67 0.0 275.0 368.7 750 0.23 0.99 0.23 762.0 0.456 0.191 1.22 557.0 66.2 OK 1.16 Quaker Road (W of Niagara to Towpath) A25 426427MH01 436437MH03 177.10 171.78 1320 2.8 159 105.9 6572 20.92 3.13 65.53 30.30 95.83 23.0 298.0 393.8 750 0.40 0.99 0.40 762.0 0.456 0.191 1.61 734.5 53.6 OK 1.45 Towpath (to SPS) - 436540MH01 446525MH01 171.05 169.40 1002 - - 105.9 6572 20.92 3.13 65.53 30.30 95.83 50.0 348.0 443.8 900 0.16 0.93 0.16 914.4 0.657 0.229 1.15 755.4 58.8 OK 1.06

ACTUAL VELOCITY

15-May-20 SKM

LOCATION NWSP POPULATION AND FLOW DATA EX TRUNK FLOW SEWER DESIGN DESCRIPTION MANHOLE INVERTS AREA POP CUMULATIVE AVG. DAILY FLOW PEAKING FACTOR

(PF = 1+14/(4+P^1/2)) HYD. RAD. PEAK FLOW (NO INFIL.) FULL FLOW

VELOCITY INFILT. FLOW PEAK FLOW

(W/ INFIL.) ADDITIONAL PEAK FLOW

(FROM MODEL)

CUMULATIVE PEAK FLOW

(FROM MODEL)

TOTAL PEAK FLOW PIPE SIZE DESIGN SLOPE DRAINAGE AREA FULL FLOW CAPACITY

ACTUAL SLOPE

APPROX. CRITICAL SLOPE

Act. Dia. PIPE AREA

Notes: 1. Residential design flows as per UCC 2. Diameters as per All Pipe Model 3. Slopes approximate as per All Pipe Model (calculated based on length) 4. Infiltration rate is 0.286 as per Region Master Plan 2017 5. Peak Factors for NWSP Flows as per Harmon's Formula 6. Population for NWSP Calculated Based on Area and Population Density for Land Use 7. All other peak flows as per All Pipe Model 8. Design slope is the minimum of actual slope and approximate critical slope and is used to calculate full flow velocity

Page 1 of 1

SANITARY SEWER DESIGN SHEET - without Line Avenue Connection Date: Project: Welland Northwest Secondary Plan Roughness Coefficient (n) = 0.013 Design By: Residential Per Capita Flow Rate = 0.00318287 L/cap/s (275 L/cap/day) Checked By: Infiltration Rate= 0.286 L/s/ha

TOTAL (NWSP + EX) LENGTH PERCENT CAPACITY

U/S D/S

AREA POP. Served

FULL CHECK

STREET ID FROM TO m (ha) (ppl) (ha) (ppl) (l/s) (dmnl) (L/s) (L/s) (L/s) (L/s) (L/s) (mm) (%) (%) (%) ( mm) ( m2) ( m) (m/s) (L/s) (%) (m/s)

Flows from Hurricane SPS/Rice Road (North) - - 406592MH01 - - - - - - - - - - - - 125.0 125.0 125.0 - - - - - - - - - -

Rice Road (N of Quaker) A11, A40 406592MH01 406590MH01 180.23 179.85 387 6.1 339 6.1 339 1.08 4.00 4.32 1.74 6.07 0.0 125.0 131.1 600 0.10 1.07 0.10 609.6 0.292 0.152 0.69 202.6 64.7 OK 0.66 Rice Road (N of Quaker to Quaker) A1, A9, A18, A29 406590MH01 406497MH01 179.72 179.55 101 9.3 573 15.4 912 2.90 3.83 11.11 4.42 15.53 0.0 125.0 140.5 600 0.17 1.07 0.17 609.6 0.292 0.152 0.90 264.1 53.2 OK 0.81

Flows from West of Quaker and Rice - - 406497MH01 - - - - - - - - - - - - 19.0 19.0 19.0 - - - - - - - - - - -

NWSP (W of Rice, S of Quaker) A3 NW1 NW2 188.75 186.43 278 1.7 96 1.7 96 0.31 4.00 1.23 0.48 1.70 0.0 0.0 1.7 200 0.84 1.54 0.84 203.2 0.032 0.051 0.97 31.4 5.4 OK 0.44 NWSP (W of Rice, S of Quaker) A4 NW2 NW3 186.43 185.90 159 3.7 215 5.4 311.5 0.99 4.00 3.97 1.55 5.51 0.0 0.0 5.5 200 0.33 1.54 0.33 203.2 0.032 0.051 0.61 19.7 28.0 OK 0.46 NWSP (W of Rice, S of Quaker) A5, A12, A23 NW3 NW4 185.90 185.20 319 10.4 599 15.8 910.2 2.90 3.83 11.08 4.52 15.60 0.0 0.0 15.6 300 0.22 1.34 0.22 304.8 0.073 0.076 0.65 47.3 33.0 OK 0.51 Rice Road (S of Quaker) - NW4 NW5 185.20 185.01 98 - - 15.8 910.2 2.90 3.83 11.08 4.52 15.60 0.0 0.0 15.6 300 0.19 1.34 0.19 304.8 0.073 0.076 0.60 44.0 35.5 OK 0.48 Rice Road (S of Quaker to Quaker) A6, A26, A37, A38 NW5 406497MH01 185.01 179.36 200 9.4 631 25.2 1541 4.90 3.67 18.01 7.20 25.21 0.0 0.0 25.2 300 2.82 1.34 1.34 304.8 0.073 0.076 1.60 117.0 21.6 OK 1.11

Quaker Road (Rice to W of Cataract) A27, A28, A31, A33 406497MH01 416427MH01 179.36 178.96 307 3.7 470 44.4 2923 9.30 3.45 32.12 12.69 44.81 0.0 144.0 188.8 750 0.13 0.99 0.13 762.0 0.456 0.191 0.92 418.8 45.1 OK 0.79

NWSP (E of Rice, S of Quaker) A7 NW6 NW7 183.37 181.73 235 1.7 98 1.7 98 0.31 4.00 1.25 0.49 1.74 0.0 0.0 1.7 200 0.70 1.54 0.70 203.2 0.032 0.051 0.88 28.6 6.1 OK 0.42 NWSP (E of Rice, S of Quaker) A8, A10, A41 NW7 416427MH01 181.73 178.96 199 16.2 820 17.9 918 2.92 3.82 11.18 5.13 16.30 0.0 0.0 16.3 200 1.39 1.54 1.39 203.2 0.032 0.051 1.24 40.3 40.4 OK 1.03

NWSP (E of Cataract, N of Quaker) A20, A21, A22, A42 NW8 NW9 181.29 179.94 408 6.3 339 6.3 339 1.08 4.00 4.31 1.81 6.12 0.0 0.0 6.1 200 0.33 1.54 0.33 203.2 0.032 0.051 0.61 19.7 31.1 OK 0.47 NWSP (E of Cataract, N of Quaker) A13, A19, A24 NW9 416427MH01 179.94 178.98 290 10.0 575 16.3 914 2.91 3.82 11.12 4.66 15.79 0.0 0.0 15.8 200 0.33 1.54 0.33 203.2 0.032 0.051 0.61 19.7 80.3 OK 0.60

Quaker Road (W of Cataract to W of Niagara) A30, A34, A35, A36 416427MH01 426407MH03 178.96 177.58 830 4.5 403 83.1 5158 16.42 3.23 53.07 23.76 76.83 3.0 147.0 223.8 750 0.17 0.99 0.17 762.0 0.456 0.191 1.05 478.9 46.7 OK 0.91



NWSP (W of Cataract, N of Quaker) A39 NW11 NW13 178.91 178.50 216 2.3 0 10.6 481 1.53 3.98 6.10 3.04 9.15 0.0 0.0 9.1 300 0.19 1.34 0.19 304.8 0.073 0.076 0.60 44.0 20.8 OK 0.41 NWSP (W of Cataract, N of Quaker) A2 NW13 NW14 178.50 177.98 116 2.4 140 13.1 621 1.98 3.92 7.76 3.74 11.50 0.0 0.0 11.5 300 0.45 1.34 0.45 304.8 0.073 0.076 0.93 67.7 17.0 OK 0.60 NWSP (W of Cataract, N of Quaker) A32 NW14 426407MH03 177.98 177.58 58 7.0 634 20.1 1255 4.00 3.73 14.92 5.75 20.67 0.0 0.0 20.7 300 0.69 1.34 0.69 304.8 0.073 0.076 1.15 83.8 24.7 OK 0.83

NWSP (W of First, N of Quaker) - 426407MH03 426427MH01 177.58 177.10 208 - - 103.2 6413 20.41 3.14 64.16 29.51 93.67 0.0 147.0 240.7 750 0.23 0.99 0.23 762.0 0.456 0.191 1.22 557.0 43.2 OK 1.04 Quaker Road (W of Niagara to Towpath) A25 426427MH01 436437MH03 177.10 171.78 1320 2.8 159 105.9 6572 20.92 3.13 65.53 30.30 95.83 23.0 170.0 265.8 750 0.40 0.99 0.40 762.0 0.456 0.191 1.61 734.5 36.2 OK 1.30 Towpath (to SPS) - 436540MH01 446525MH01 171.05 169.40 1002 - - 105.9 6572 20.92 3.13 65.53 30.30 95.83 50.0 220.0 315.8 900 0.16 0.93 0.16 914.4 0.657 0.229 1.15 755.4 41.8 OK 0.97

15-May-20 SKM

LOCATION NWSP POPULATION AND FLOW DATA EX TRUNK FLOW SEWER DESIGN DESCRIPTION DRAINAGE AREA MANHOLE INVERTS AREA POP CUMULATIVE AVG. DAILY FLOW PEAKING FACTOR

(PF = 1+14/(4+P^1/2)) APPROX.

CRITICAL SLOPE DESIGN SLOPE Act. Dia. PIPE AREA PEAK FLOW (NO INFIL.) INFILT. FLOW PEAK FLOW

(W/ INFIL.) ADDITIONAL PEAK FLOW

(FROM MODEL)

CUMULATIVE PEAK FLOW

(FROM MODEL)

TOTAL PEAK FLOW HYD. RAD. FULL FLOW VELOCITY

FULL FLOW CAPACITY

ACTUAL VELOCITY

PIPE SIZE ACTUAL SLOPE

Notes: 1. Residential design flows as per UCC 2. Diameters as per All Pipe Model 3. Slopes approximate as per All Pipe Model (calculated based on length) 4. Infiltration rate is 0.286 as per Region Master Plan 2017 5. Peak Factors for NWSP Flows as per Harmon's Formula 6. Population for NWSP Calculated Based on Area and Population Density for Land Use 7. All other peak flows as per All Pipe Model

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City of Welland

APPENDIX C - STORM

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Welland Northwest Area Secondary Plan February, 2020 Stormwater Management Plan (Draft)

Figure 4-2: Proposed Ponds Locations

Aquafor Beech limited Ref No. 66295 24

STORM SEWER DESIGN SHEET

Q=2.78AiR Storm Event = 5.00

A = Area (ha) a b

R = Runoff Coefficient 830 0.777 Tc = Time of Concentration n = 0.013

i = Avg Rainfall Intensity (mm/hr) = a / (Tc+c)b

Years

c

7.3 Northwest Secondary Plan

Municipal Servicing

DESIGNED BY: SKM

CHECKED BY:

JOB No.: 20185190

DATE: May 10 2020

DEVELOPMENT DATA DESIGN DATA PIPE DATA

AREA

NO

FROM TO AREA

(ha)

RUNOFF

COEFF. R

A * R ACCUM

A * R

TIME OF

CONC. (min)

INTENSITY

i (mm/hr)

PEAK

FLOW (l/s)

PIPE

DIA (mm)

SLOPE

(%)

CRITICAL

SLOPE (%)

DESIGN

SLOPE (%)

LENGTH

(m)

FLOW

FULL (l/s)

VEL

FULL (m/s)

TRAVEL

TIME (min)

%

FULL

Pond 1 A11, A40 NW19 OUTLET 1 5.70 0.39 2.241 2.241 12.00 83.21 518.433 600 2.00 1.07 1.07 10.00 634.27 2.24 0.07 81.74

Pond 2A A28, A29, A27, A33, A35, A24 NW2 NW3 4.97 0.59 2.916 2.916 15.00 74.38 602.841 825 0.25 0.96 0.25 124.00 717.72 1.34 1.54 83.99

A1, A9 NW3 Outet 2A 10.03 0.40 4.012 6.928 16.54 70.62 1360.012 1200 0.25 0.85 0.25 10.00 1949.37 1.72 0.10 69.77

Pond 2B A10, A41, E2 NW4 NW5 16.80 0.38 6.321 6.321 15.00 74.38 1306.959 825 1.00 0.96 0.96 300.00 1406.14 2.63 1.90 92.95

A30, A34, A13 NW5 Outlet 2B 4.10 0.59 2.408 8.729 16.90 69.80 1693.720 1200 0.30 0.85 0.30 10.00 2135.42 1.89 0.09 79.32

Pond 2C A3, A5, A4, A37, A38, A23, A12 NW6 NW8 18.90 0.39 7.400 7.400 15.00 74.38 1530.107 900 1.00 0.93 0.93 135.00 1747.84 2.75 0.82 87.54

A26, A31, A36, E1 NW7 NW8 5.80 0.53 3.070 3.070 10.00 90.60 773.214 675 1.00 1.03 1.00 100.00 840.59 2.35 0.71 91.98

A6, A7, A8 NW8 Outlet 2C 18.00 0.40 7.200 17.670 15.82 72.32 3552.681 1500 0.30 0.79 0.30 15.00 3871.78 2.19 0.11 91.76

Pond 3 A19, A21, A42, A22, A20 NW9 NW11 15.10 0.39 5.950 5.950 18.00 67.43 1115.360 900 0.45 0.93 0.45 90 1214.39 1.91 0.79 91.85

A15, A16, A39. A14 NW10 NW11 9.60 0.35 3.380 3.380 12.00 83.21 781.919 825 0.45 0.96 0.45 90 962.92 1.80 0.83 81.20

A17 NW11 Outlet 3 2.80 0.40 1.120 10.450 18.79 65.85 1912.904 1200 0.35 0.85 0.35 10 2306.52 2.04 0.08 82.93

Pond 4 A2 NW12 Outlet 4 11.70 0.55 6.430 6.430 16.00 71.89 1284.986 1200 0.20 0.85 0.20 116 1743.57 1.54 1.25 73.70

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City of Welland

APPENDIX D - COST ESTIMATE DETAIL

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D-1

Northwest Welland Secondary Plan Municipal Servicing

Preliminary Cost Estimate

Watermain Item Quantity Unit Unit Price Cost

150mm PVC DR18 Watermain 6510 m $220 $1,432,200 150mm Gate Valve & Box 30 each $1,600 $48,000 200 mm PVC DR18 Watermain 1950 m $260 $507,000 200mm Gate Valve & Box 11 each $2,500 $27,500 300mm PVC DR18 Watermain 2540 m $310 $787,400 300mm Gate Valve & Box 15 each $3,500 $52,500 Water Services 1820 each $2,000 $3,640,000 Hydrants 74 each $5,500 $407,000 Connect to Existing 6 each $5,000 $30,000 Granular A 39500 t $15 $592,500 Other General Construction 1 LS $752,500 $752,500

Subtotal $8,276,600 Contingency (15% of subtotal) $1,241,500 Engineering (10% of subtotal) $827,700 Total $10,345,800 Rounded Total $10,400,000

Sanitary Sewer Item Quantity Unit Unit Price Cost

200mm PVC DR35 8,900 m $205 $1,824,500 300mm PVC DR35 1,250 m $250 $312,500 1200mm Diameter MH 71 each $6,000 $426,000 Sanitary Laterals 1,820 each $3,000 $5,460,000 Connect to Existing Trunk 4 each $5,000 $20,000 Granular A 85,900 t $15 $1,288,500 Flush & CCTV (end of construction) 10,150 m $15 $152,250 Flush & CCTV (end of maintenance) 10,150 m $15 $152,250 Other General Construction 1 LS $963,600 $963,600

Subtotal $10,599,600 Contingency (15% of subtotal) $1,590,000 Engineering (10% of subtotal) $1,060,000 Total $13,249,600 Rounded Total $13,300,000

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Northwest Welland Secondary Plan Municipal Servicing

Preliminary Cost Estimate

Storm Sewer Item Quantity Unit Unit Price Cost

450mm PVC DR35 Ultra Rib 2170 m $350 $759,500 525mm PVC DR35 Ultra Rib 1150 m $400 $460,000 600mm CONC 2000 m $450 $900,000 675mm CONC 730 m $500 $365,000 750mm CONC 1380 m $600 $828,000 825mm CONC 790 m $700 $553,000 975mm CONC 610 m $800 $488,000 1050mm CONC 240 m $1,000 $240,000 1200mm CONC 550 m $1,200 $660,000 1500mm CONC 110 m $1,500 $165,000 1200mm Diameter MH 71 each $6,000 $426,000 1500mm Diameter MH 37 each $10,000 $370,000 1800mm Diameter MH 15 each $12,000 $180,000 2400mm Diameter MH 6 each $16,000 $96,000 Catchbasin 330 each $1,600 $528,000 Catchbasin leads 1650 m $160 $264,000 Granular A 58600 t $15 $879,000 Flush & CCTV (end of construction) 9730 m $15 $145,950 Flush & CCTV (end of maintenance) 9730 m $15 $145,950 Other General Construction 1 LS $845,400 $845,400

Subtotal $9,298,800 Contingency (15% of subtotal) $1,394,900 Engineering (10% of subtotal) $929,900 Total $11,623,600 Rounded Total $11,700,000

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Documents

Northwest Welland Secondary Plan Municipal Servicing