FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT · FUNCTIONAL SERVICING AND STORMWATER...

120 Iber Road, Suite 103 Ottawa, Ontario K2S 1E9

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FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT

REPORT

FOR

ARNPRIOR FAIRGROUNDS

TOWN OF ARNPRIOR

PROJECT NO.: 17-964

APRIL 2018 – REV 1 © DSEL

DAVID SCHAEFFER ENGINEERING LTD. PAGE I © DSEL

FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT FOR


APRIL 2018 – REV 1

TABLE OF CONTENTS

1.0 INTRODUCTION .................................................................................................. 1

1.1 Existing Conditions ............................................................................................... 2

1.2 Required Permits / Approvals ............................................................................... 3

1.3 Pre-consultation .................................................................................................... 3

2.0 GUIDELINES, PREVIOUS STUDIES, AND REPORTS ....................................... 4

3.0 WATER SUPPLY SERVICING ............................................................................ 6

3.1 Existing Water Supply Services ............................................................................ 6

3.2 Water Supply Servicing Design ............................................................................ 6

3.3 Water Supply Conclusion ..................................................................................... 8

4.0 WASTEWATER SERVICING ............................................................................... 9

4.1 Existing Wastewater Services .............................................................................. 9

4.2 Wastewater Design .............................................................................................. 9

4.3 Wastewater Servicing Conclusions .................................................................... 10

5.0 STORMWATER MANAGEMENT ...................................................................... 12

5.1 Existing Stormwater Services ............................................................................. 12

5.2 Post-development Stormwater Management Targets ........................................ 12

5.3 Stormwater Management System ...................................................................... 12

5.4 Stormwater Servicing Conclusions ..................................................................... 13

6.0 UTILITIES........................................................................................................... 14

7.0 CONCLUSION AND RECOMMENDATIONS .................................................... 15

FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT ARNPRIOR FAIRGROUNDS APRIL 2018 – REV 1

PAGE II DAVID SCHAEFFER ENGINEERING LTD. © DSEL

FIGURES

Figure 1 Site Location

TABLES

Table 1 Summary of Water Demands Table 2 Water Supply Design Criteria Table 3 Fire Flow (Proposed Demands) Table 4 Fire Flow (Proposed Demands + Upgrade to 300 mm

dia. Watermain) Table 5 Summary of Proposed Wastewater Flows Table 6 Wastewater Design Criteria

APPENDICES

Appendix A Water Supply / Wastewater Collection Appendix B Stormwater Management Drawing/Figures Conceptual Site Plan

DAVID SCHAEFFER ENGINEERING LTD. PAGE 1 © DSEL

FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT FOR


TOWN OF ARNPRIOR APRIL 2018 – REV 1

PROJECT NO.: 17-964

1.0 INTRODUCTION

David Schaeffer Engineering Limited (DSEL) has been retained to prepare a Functional Servicing and Stormwater Management Report in support of the application for a Zoning By-law Amendment (ZBLA) and Plan of Subdivision at the site known as the Arnprior Fairgrounds.

The subject property herein referred to as the ‘site’ is located within the Town of Arnprior urban boundary. As illustrated in Figure 1, the subject property is located approximately 250 m north of Highway 417 and 250 m west of the Madawaska River.

Figure 1: Site Location

SUBJECT PROPERTY

HIGHWAY 417


PAGE 2 DAVID SCHAEFFER ENGINEERING LTD. © DSEL

The site currently contains vacant fairgrounds and associated buildings and measures approximately 8.18 ha.

The approximately 475 m by 190 m parcel is bounded by an existing curling rink and commercial spaces to the north, existing residential developments to the east, west and south and an existing municipal building to the east.

The proposed ZBLA would allow for the development of 89 single detached homes and 10 townhouse units. There is a network of public streets proposed within the development as shown by the site plan. A copy of the conceptual site plan is included in Drawings/Figures.

The objective of this report is to provide sufficient detail to demonstrate that the proposed development is supported by the existing municipal services.

1.1 Existing Conditions

Municipal services exist within the vicinity of the subject property at the time of publication of this report. The overall servicing of the site has been contemplated as part of the Town of Arnprior Water and Wastewater Master Plan (TAWWMP).

Sewer system and watermain distribution mapping collected from the TAWWMP indicate that the following services exist across the property frontages within the adjacent municipal right-of-ways:

Galvin Street

150 mm diameter PVC watermain

Thomas Street


250 mm diameter PVC sanitary sewer

James Street

250 mm diameter PVC sanitary sewer

Fairview Easement


Based on available mapping, the existing site is relatively flat with a minor grade change of approximately 0.6%. Currently the overall drainage pattern is from northwest to southeast, across the property.



A geotechnical investigation was conducted to determine the existing subsoil and groundwater information for the site as detailed in the Geotechnical Investigation, Report PG4266-1 prepared by Paterson Group on January 12, 2018.

Based on existing information, a permissible grade raise restriction of 2 m is recommended for the site due to the presence of a silty clay deposit.

1.2 Required Permits / Approvals

1.2.1 Town of Arnprior

Development of the site is subject to the Town of Arnprior planning and development approvals process. The Town of Arnprior must approve detailed engineering design drawings and reports prepared to support the proposed development plan.

1.2.2 Ministry of the Environment (MOECC)

The MOECC is required to issue Environmental Compliance Approvals (ECA) for Sewers and Stormwater Management. ECAs will be required for the sanitary and storm sewers and proposed Oil and Grit Separator (OGS). Watermains will be approved by the Town of Arnprior through the MOECC’s “Form 1”.

1.2.3 Ministry of Natural Resources and Forestry (MNRF)

The MNRF will provide approvals for any works associated with the Madawaska River relating to the alteration of waterways. A permit will be required for any works related to the proposed stormwater outlet as it discharges directly to the Madawaska River.

1.3 Pre-consultation

Pre-consultation with the Town of Arnprior was conducted for the site through meetings and e-mails.



2.0 GUIDELINES, PREVIOUS STUDIES, AND REPORTS

The following studies were utilized in the preparation of this report.

Ottawa Sewer Design Guidelines, City of Ottawa, October 2012. (City Standards)

o Technical Bulletin ISDTB-2014-01 City of Ottawa, February 5, 2014 (ITSB-2014-01)

o Technical Bulletin PIEDTB-2016-01 City of Ottawa, September 6, 2016 (PIEDTB-2016-01)

Ottawa Design Guidelines – Water Distribution City of Ottawa, July 2010 (Water Supply Guidelines)

o Technical Bulletin ISD-2010-2 City of Ottawa, December 15, 2010 (ISDTB-2010-2)

o Technical Bulletin ISDTB-2014-02 City of Ottawa, May 27, 2014 (ISDTB-2014-02)

Stormwater Planning and Design Manual, Ministry of the Environment, March 2003. (SWMP Design Manual)

Ontario Building Code Compendium Ministry of Municipal Affairs and Housing Building Development Branch, January 1, 2010 Update (OBC)

Water Supply for Public Fire Protection Fire Underwriters Survey, 1999. (FUS)

Geotechnical Investigation – Proposed Development – 10 Galvin Street Paterson Group, January 12, 2018. (Geotechnical Investigation)



Town of Arnprior Water and Wastewater Master Plan Stantec Consulting Ltd, June 14, 2013 (TAWWMP)

Arnprior Fairgrounds Water & Sanitary Analysis Stantec Consulting Ltd, March 23, 2018 (Water & Sanitary Analysis)



3.0 WATER SUPPLY SERVICING

3.1 Existing Water Supply Services

Watermains exist within Galvin Street (150 mm diameter), Thomas Street (200 mm diameter) and the Fairview Easement (250 mm diameter).

The water servicing for the subject site was analyzed for in the design of the water distribution system outlined in the Water & Sanitary Analysis, located in Appendix A. Water demands for the site were provided to Stantec for the analysis as summarized in Table 1 below:

Table 1 Summary of Water Demands

Design Parameter Total Demand (L/min)

Average Day 80.2

Peak Hour 360.9

Max Day + Fire Flow 240.6 + 10,000

3.2 Water Supply Servicing Design

It is anticipated that the site will be serviced from an internal watermain network with looped connections to the existing 150 mm diameter watermain within Galvin Street, the existing 200 mm diameter watermain within Thomas Street and the existing 250 mm diameter watermain within the Fairview Easement.

Table 2 summarizes the Water Supply Guidelines employed in the preparation of the water demand estimate.



Table 2

Water Supply Design Criteria

Design Parameter Value

Residential Average Apartment 1.8 P/unit

Residential Townhouse 2.7 P/unit

Residential Average Daily Demand 350 L/d/P

Residential Maximum Daily Demand** 3.0 x Average Daily

Residential Maximum Hourly** 4.5 x Average Daily

Commercial floor space 2.5 L/m2/d

Commercial Maximum Daily Demand 1.5 x Average Daily

Commercial Maximum Hourly 1.8 x Maximum Daily

Minimum Watermain Size 150 mm diameter

Minimum Depth of Cover 2.4 m from top of watermain to finished grade

During Peak Hourly Demand desired operating pressure is within

350 kPa and 480 kPa

During normal operating conditions pressure must not drop below

275 kPa

During fire flow operating pressure must not drop below

140 kPa

During normal operating conditions pressure shall not exceed

552 kPa

*Daily average based on Appendix 4-A from City Standards **Residential Max. Daily and Max. Hourly peaking factors per MOE Guidelines for Drinking-Water Systems Table 3-3 for 0 to 500 persons. -Table updated to reflect ISD-2010-2

Fire flow requirements are to be determined in accordance with Local Guidelines (FUS), City of Ottawa Guidelines, and the Ontario Building Code. The FUS indicates that the provision for Fire Flow should not exceed 45,000 L/min nor be less than 2,000 L/min. If buildings are contiguous, such as multi-block dwellings, a minimum of 8,000 L/min is recommended by the FUS. An estimate of fire flow using FUS was completed for the subdivision using 10,000 L/min as described in the Water & Sanitary Analysis.

The steady state maximum day demand scenario + fire flow (10,000 L/min) was used to determine the fire flow boundary condition. Results from the analysis in the Water & Sanitary Analysis suggested that the fire flow target of 10,000 L/min was not achieved based on the proposed watermain layout. The available fire flow under the proposed layout is approximately 8,200 L/min.

Table 3 summarizes the anticipated minimum pressure and boundary conditions at the different tie-in points for the proposed development based on the proposed demands. As shown, the pressure at the tie-in points, with the exception of Galvin Street, fall below the minimum pressure criteria of 140 kPa.



Table 3

Fire Flow (Proposed Demands)

Tie-In Point Minimum Pressure Under Max Day + FF (kPa)

Available Fire Flow at 140 kPa (L/min)

Galvin Street 144.8 8,200 Thomas Street 82.7

Fairview Easement 131.0

In the Water & Sanitary Analysis, a separate analysis was completed assuming the 250 mm diameter watermain within the Fairview Easement was upsized from 250 mm to 300 mm diameter to confirm that minimum pressures could be met.

Table 4 summarizes the anticipated minimum pressure and boundary conditions at the different tie-in points for the proposed development based on the proposed demands and upgrade of the existing 250 mm diameter watermain. As shown, the pressure at all tie-in points exceeds the minimum pressure criteria of 140 kPa and the available fire flow increases to 11,950 L/min, which is greater than the anticipated requirement of 10,000 L/min.

Table 4

Fire Flow (Proposed Demands + Upgrade to 300 mm dia. Watermain)

Tie-In Point Minimum Pressure Under Max Day + FF (kPa)

Available Fire Flow at 140 kPa (L/min)

Galvin Street 289.6 11,950 Thomas Street 262.0

Fairview Easement 386.1

Detailed design of the site and off site watermain infrastructure will ensure that pressures are respected within the allowable ranges.

3.3 Water Supply Conclusion

Based on the requirements as outlined by the Water & Sanitary Analysis, it is anticipated that all pressures will be met with an upsizing of the existing 250 mm diameter watermain to a 300 mm diameter watermain.

If the existing 250 mm diameter watermain in the Fairview Easement was upgraded to a 300 mm diameter watermain, the pressure at the tie-in points would all be above 140 kPa, with 11,950 L/min of fire flow available, which is more than the required 10,000 L/min.

All pressures will be confirmed at the time of detailed design.

The proposed design conforms to the relevant Water Supply Guidelines.



4.0 WASTEWATER SERVICING

4.1 Existing Wastewater Services

Sanitary sewers exist within Thomas Street (250 mm diameter) and James Street (250 mm and 300 mm diameter).

This site was not included in the original existing or growth scenario models from the TAWWMP as there is no/limited internal piping and wastewater generation from the existing Arnprior Fairgrounds property.

The wastewater servicing for the subject site was accounted for in the design of the wastewater distribution system outlined in the Water & Sanitary Analysis, located in Appendix A.

4.2 Wastewater Design

The site is proposed to be serviced from an internal sanitary sewer system with outlets to existing local sanitary sewers.

Wastewater flows from the site are proposed to be directed to two (2) sanitary outlets. Flows from the north portion of the site will outlet to the existing sanitary sewer in Thomas Street. Flows from the south portion of the site will outlet to the existing sanitary sewer in James Street via a proposed easement through the adjacent municipally-owned lands.

Wastewater flows for the site were provided to Stantec for the analysis as summarized in Table 5 below:

Table 5 Summary of Proposed Wastewater Flows

Sanitary Outlet Anticipated Sanitary Flow (L/s) (including I/I)

Thomas Street 1.7

James Street 5.7

Peak Wet Weather Flow Rate from Site 7.4

The sanitary sewers servicing the proposed site and the flows summarized in Table 5 were prepared based on the existing City Standards prior to the issuance of ISTB-2018-0, as shown in Table 6. It should be noted that peak wastewater flows are anticipated to be lower than previously calculated based on the new standards.

Table 6 summarizes the City Standards employed in the estimate of the wastewater flows for the contemplated development.



Table 6

Wastewater Design Criteria

Design Parameter Value

Residential Average Apartment 1.8 P/unit

Residential Average Daily Demand 350 L/d/P

Peaking Factor Harmon’s Peaking Factor. Max 4.0, Min 2.0

Commercial Average Daily Demand 5 L/m2/d

Commercial Peaking Factor 1.5

Infiltration and Inflow Allowance 0.28 L/s/ha

Sanitary sewers are to be sized employing the Manning’s Equation

21

321

SARn

Q

Minimum Sewer Size 200 mm diameter

Minimum Manning’s ‘n’ 0.013

Minimum Depth of Cover 2.5 m from crown of sewer to grade

Minimum Full Flowing Velocity 0.6 m/s

Maximum Full Flowing Velocity 3.0 m/s *Daily average based on Appendix 4-A from City Standards -Extracted from Sections 4 and 6 of the City of Ottawa Sewer Design Guidelines, October 2012

The anticipated peak wastewater flow generated from the site to the 250 mm diameter sanitary sewer in Thomas Street is 1.7 L/s. The anticipated peak wastewater flow generated from the site to the 250 mm diameter sanitary sewer in James Street is 5.7 L/s.

As per the Water & Sanitary Analysis, downstream Hydraulic Grade Lines (HGLs) are not significantly influenced when adding the flows from the site, indicating that there is residual capacity in the downstream sanitary sewer system for the proposed Arnprior Fairgrounds re-development.

As it was not included in the Water & Sanitary Analysis, the existing off-site sanitary sewer within James Street was analyzed using the peak wastewater flows from the site. It was determined that existing sanitary sewers within James Street are currently operating at a maximum 16% of their capacity.

For the purpose of a conservative analysis, it was assumed that all of the peak wastewater flow from the site was directed to the existing sanitary sewers within James Street. Based on this analysis, the existing sanitary sewers within James Street would operate at a maximum 34% of their capacity. Therefore, the existing sanitary sewers within James Street have capacity for the proposed site.

A sanitary drainage plan and associated calculation sheets are located in Appendix A.

4.3 Wastewater Servicing Conclusions

The proposed development results in a total estimated peak wastewater flow of 7.4 L/s. Based on the Water & Sanitary Analysis, adequate capacity is available in the existing sanitary sewer system to accommodate the contemplated development.



A separate analysis was performed for the existing sanitary sewers within James Street and it was determined that these existing sewers have capacity for the proposed site.

The contemplated wastewater service requirements conform to all relevant Guidelines and Policies.



5.0 STORMWATER MANAGEMENT

5.1 Existing Stormwater Services

Stormwater runoff from the site is currently tributary to an existing private creek within the Madawaska River watershed. Approvals for proposed development within this area are under the approval authority of the Town of Arnprior.

Flows that influence the watershed in which the subject property is located are further reviewed by the principal authority. The subject property is located within the Madawaska River watershed, and is therefore subject to review by the Ministry of Natural Resources and Forestry (MNRF).

The existing site does not appear to contain any controls for stormwater runoff. Runoff from the existing site is directed overland to the existing private creek bisecting Charles Street. Stormwater is directed to the Madawaska River via this existing private creek and 600 mm diameter culvert crossing Charles Street.

There is an existing network of 450 mm diameter storm sewers located east of the site which discharge to an existing 600 mm diameter storm sewer and headwall which outlet to an existing watercourse tributary to the Madawaska River.

5.2 Post-development Stormwater Management Targets

Stormwater management requirements for the proposed development are based on the following criteria:

As coordinated with the Town of Arnprior, stormwater quantity control is not required as the site will be discharging directly to a tributary of the Madawaska River.

Enhanced stormwater quality control is required (80% removal of Total Suspended Solids (TSS)) and will be addressed by the installation of an Oil and Grit Separator (OGS), in accordance with requirements from the Ministry of Natural Resources and Forestry (MNRF) and the Ministry of the Environment and Climate Change (MOECC).

5.3 Stormwater Management System

It is anticipated that the proposed development will be serviced via the existing storm sewers located east of the site, as described above.

In order to convey post-development flows from the proposed development, it is proposed that the existing storm sewers be upsized to 1200 mm between James Street and the existing outlet. Proposed sewers from the site will cross the adjacent municipally-owned property and James Street to connect to the upsized 1200 mm diameter sewers. A storm drainage plan and associated calculation sheets are located in Appendix B.



Quality control will be provided by an OGS located in the last downstream storm manhole within the site. As the proposed development discharges directly to the Madawaska River, detailed design and sizing for the OGS will be coordinated with and reviewed by the MNRF and MOECC.

5.4 Stormwater Servicing Conclusions

As coordinated with the Town of Arnprior, stormwater quantity control is not required as the site will be discharging directly to a tributary of the Madawaska River.

The site will outlet to a proposed 1200 mm storm sewer that will ultimately discharge to the Madwaska River.

Stormwater quality control is required and will be addressed by the installation of an OGS in accordance with requirements from the MNRF and MOECC.

The proposed stormwater design conforms to all relevant City Standards and Policies for approval.



6.0 UTILITIES

Utility servicing will be coordinated with the individual utility companies prior to site development.

APPENDIX A

WATER SUPPLY / WASTEWATER COLLECTION

Memo

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To: Adam Fobert From: Ashley LeMasurier

David Schaeffer Engineering Ltd Stantec Consulting Ltd.

File: 163401477 Date: March 23, 2018

Reference: Arnprior Fairgrounds Water & Sanitary Analysis

Stantec Consulting Ltd. (Stantec) has been retained by David Schaeffer Engineering Ltd. (DSEL) to complete a water boundary conditions and downstream sanitary sewer capacity analysis for the Arnprior Fairgrounds redevelopment. Our recent experience obtained while completing the Town of Arnprior’s 2013 Water and Wastewater Master Plans (W&WWMPs) and updates (2016) provides us with the insight into the existing and projected water distribution and sanitary sewer system conditions. Our familiarity with the models and recommendations developed as part of these projects has allowed us to efficiently identify these boundary conditions and residual capacities.

DISTRIBUTION AND COLLECTION SYSTEM ASSESSMENTS

Water Distribution Boundary Conditions

The projected water demands for this site were provided by DSEL in an email dated March 2nd, 2018, and based on the City of Ottawa unit rates, are as follows:

• Average Day Demand (AVDY): 80.2 L/min (1.34 L/s);

• Maximum Day Demand (MXDY): 240.6 L/min (4.01 L/s); and

• Peak Hour Demand (PKHR): 360.9 L/min (6.02 L/s).

The most up-to-date growth scenario Water Master Plan model, updated in March 2016, was used to assess the boundary conditions at the proposed tie-in points. The proposed Fairgrounds redevelopment will be connected to the existing water distribution network at the following locations:

• Gavin Street (existing 150mm dia. watermain);

• Thomas Street (existing 200mm dia. watermain); and

• Fairview Easement (existing 250mm dia. watermain).

The current assumptions for this site’s redevelopment were reviewed and updated based on the demands provided by DSEL. Any detailed assessment and development of existing infrastructure upgrades is considered beyond the scope of this work. The proposed watermain layout provided by DSEL did not include any sizing. Thus, it was assumed that 200mm dia. watermains would be used to connect Thomas Street and Fairview Easement, while internal watermains were assumed as 150 mm dia. pipes, as provided by Figure 1.

The extended period simulation average day demand scenario with a demand of 1.34 L/s (+ the diurnal pattern) was used to determine the maximum hydraulic gradeline (HGL) (i.e. during minimum hour). The elevated tower water level ranged from 40% to 100% full or a HGL of 146.3 to 152.4m. The resulting maximum HGL (at during minimum hour). at the different tie-in points are presented in Table 1.

March 23, 2018 Adam Fobert Page 2 of 9



The extended period simulation maximum day demand scenario with a demand of 4.01 L/s (+ the diurnal pattern) was used to determine the minimum HGL (i.e. during peak hour). The elevated tower water level ranged from 40% to 100% full or a HGL of 146.3 to 152.4m. The resulting minimum HGL (at during minimum hour). at the different tie-in points are presented in Table 1.

Table 1: Resulting Hydraulic Gradelines

Tie-in Point Maximum Hydraulic Gradeline

under AVDY (m)

Minimum Hydraulic Gradeline under MXDY

(m)

Gavin Street 143.5 141.8

Thomas Street 143.7 141.9

Fairview Easement 143.7 142.0

Figure 1: Proposed Watermain Layout




The steady state maximum day demand scenario + fire flow (10,000 L/min or 167 L/s) was used to determine the fire flow (FF) boundary condition. The elevated water tower was set at 40% full (HGL of 146.6 m) and two pumps were in operation at the plant. Results from the analysis suggested that the fire flow target of 10,000L/min was not achieved based on the proposed watermain layout (refer to Figure 1). The available fire flow under the proposed layout is approximately 8,200 L/min. The boundary conditions at the different tie-in points under the maximum day and fire flow scenario are listed in Table 2. As shown, the pressure at the tie-in points, except along Gavin Street, fall below the minimum pressure criteria of 20 psi.

Table 2: Resulting Boundary Conditions under MXDY + FF (10,000 L/min)

Tie-in Point Minimum Hydraulic Gradeline

under MXDY + FF (m)

Minimum Pressure under MXDY + FF

(psi)

Available Fire Flow at 20 psi (L/min)

Gavin Street 116.9 21

8,200 Thomas Street 111.2 12

Fairview Easement 115.1 19

The watermains running from Fairview Crescent to James Street are known to be in poor condition, which impacts the provision of fire flow to the proposed redevelopment. A scenario where the 250mm dia. watermains from was upsized to a 300mm dia. pipes was analyzed to assess whether sufficient fire flow could be provided under such upgrades. Results from this analysis (refer to Table 3) suggest that the minimum pressure at all tie-in points increases significantly. Similarly, the 10,000 L/min fire flow target is also met, as approximately 11,950 L/min fire flow is available at the redevelopments under this scenario.

Table 3: Resulting Boundary Conditions under MXDY + FF (10,000 L/min, Including 300mm dia. watermains)


under MXDY + FF (m)

Minimum Pressure under MXDY + FF

(psi)


Gavin Street 131.8 42

11,950 Thomas Street 129.1 38

Fairview Easement 140.5 56




As discussed, the watermains running from Fairview Crescent to James Street are in poor condition and the likelihood of a watermain break is thus increased. To illustrate the impact of a potential watermain break between Fairview Crescent and James Street, the watermains were artificially closed, to prevent any flow. Under such circumstance and a fire flow during average day demands, the resulting pressures in the network east of James Street, including the proposed Fairgrounds redevelopments, decrease significantly. There would be no pressure at the tie-in points under this scenario, as suggested by Table 4.

Table 4: Resulting Boundary Conditions under AVDY + FF (10,000 L/min, Watermain Break Scenario)


under MXDY + FF (m)

Minimum Pressure under AVDY + FF

(psi)


Gavin Street 89.3 -19

5,710 Thomas Street 78.4 -35

Fairview Easement 66.4 -50

Sanitary Sewer Downstream Capacity Analysis

The projected sanitary peak flows for this site were also provided by DSEL in an email dated March 2nd, 2018. The most up-to-date 2016 (currently represents existing conditions) and 2021 growth scenario Wastewater Master Plan (WWMP) models were run with the 24hr, 25yr SCS Type II storm event (sanitary sewer design event), and was used to assess the downstream capacity in the sanitary sewer system. This site was not included in the original existing or growth scenario models, as there is no/limited internal piping and wastewater generation from the Fairgrounds property.

As per the provided site servicing plans, the proposed Fairgrounds redevelopment will be connected to the existing sanitary sewer system at the following locations (see Figure 2):

• Thomas Street at Allan Bond Court (existing 250mm dia. sanitary sewer); and

• James Street, just north of the Nick Smith Center (existing 250mm dia. sanitary sewer).




Figure 2: Proposed Tie-In Locations (DSEL)




As the WWMP model is trunk-level and does not include local sewers, the proposed flows were not allocated to the tie-in points identified in the previous Figure 2. The Thomas St flow was allocated to a manhole on Daniel St, as the local servicing along Thomas and Michael St. are not included in the model. The existing 250mm dia. sanitary sewer on James St runs parallel to an existing 300mm dia. sanitary sewer, to which it connects at the existing sanitary manhole located at the James St and Thomas St intersection. The 300mm diameter sanitary sewer is the only sewer along James St that is represented in the WWMP model. For this reason, the James St. flow was allocated to the manhole just south of the Thomas St intersection, as this is just upstream from the connection point of the 250mm and 300mm diameter sanitary sewers (closest modeled node). The following sanitary design flows, representing peak wet weather including I/I, were added as static contributions at each of these locations;

• 1.7 L/s at Daniel St (from Thomas St); and,

• 5.7 L/s at James St.

The following Table 5 compares the HGL at the Daniel St and James St allocation points between the original (WWMP) and proposed (Fairgrounds Redevelopment) models for both the existing (2016) and growth (2021) scenarios.

Table 5: Sanitary Sewer HGL Results Comparison

Location

Existing (2016) Growth (2021) Original WWMP

Model (Updated in 2016)

Fairgrounds Redevelopment

Model

Original WWMP Model

(Updated in 2016)

Fairgrounds Redevelopment

Model HGL (m)

Cover (m)

HGL (m)

Cover (m)

HGL (m)

Cover (m)

HGL (m)

Cover (m)

Daniel St

(from Thomas St) 96.94 3.53 96.94 3.53 96.96 3.51 96.96 3.51

James St 96.86 1.38 96.94 1.30 96.86 1.38 96.94 1.30

As the above Table shows, the HGL and available cover do not change at the Daniel St connection when the proposed peak flows are added. The HGLs increase by 8cm along James St in both existing and growth scenario conditions. In both existing and growth scenario conditions however, HGL issues are experienced along James St even prior to the addition of the proposed Fairgrounds redevelopment flow (cover is less than 2m). The model unfortunately does not include the local piping in the area (i.e., the parallel 250mm on James St, and the connected 250mm sewers on Russel St S and Thomas St S between James St and William St E), and the HGLs reported in Table 5 are likely higher than the HGLs experienced in the area, representing a more conservative estimation of HGLs.

The following Figure 3 and Figure 4 illustrate the change in HGLs experienced along the downstream trunk sewer on Daniel St, from Michael St to the WWTP with the additional Fairgrounds redevelopment flows in both the existing and growth scenario conditions. The maximum HGL increase observed along the Daniel St trunk due to the addition of this flow is approximately 3cm in existing conditions and 4cm under growth conditions. This occurs at the same location in both conditions; at the William St E intersection, where HGL issues are not present in the any of the modeling scenarios. Since the downstream HGLs are not significantly influenced, it appears there is residual capacity in the downstream sanitary sewer system for the proposed Fairgrounds redevelopment flows.




Due to the HGL issues experienced along James St in all modeling scenarios, it is recommended to confirm the expected HGL and tie-in above this elevation through more detailed modeling of the local servicing in the area, or move the James St connection point downstream of the Russell St S/James St intersection, where HGL issues are not observed in the model during the design event. This will help to reduce any backwater affects that may occur in the proposed development from the HGL issues that may be experienced along James St. Upgrades to the sewers along James St may also reduce the potential for backwater affects on the proposed development. Any detailed assessment and development of existing infrastructure upgrades is considered beyond the scope of this work.

CLOSURE

We have reviewed the Town’s existing modeling tools in consideration of DSEL’s interests. We appreciate that DSEL may have further follow-up questions and/or needs. We are available to provide further support if this is the case. Please do not hesitate to contact the undersigned should you have any questions or require further information.

STANTEC CONSULTING LTD.

Ashley LeMasurier, P.Eng. Water Resources Engineer Mobile: (343) 998-3458 Phone: (613) 724-4333 [email protected]

Kevin Alemany, M.A.Sc., P.Eng. Principal, Water Phone: (613) 724-4091 Cell: (613) 292-4226 [email protected]

Attachment: Site Servicing DWG by DSEL Email from Adam Fobert with proposed water demands and peak sanitary flows

c. Alexandre Mineault-Guitard Marc Telmosse Stephane D’Aoust




Figure 3: Existing Conditions Model – Daniel St HGL Comparison between Pre- & Post-Fairgrounds Redevelopment

Pre-Fairgrounds Redevelopment HGL Post-Fairgrounds Redevelopment HGL

Daniel St Trunk Sewer from Michael St to WWTP

WWTP

Michael St

James St




Figure 4: Growth 2021 Scenario Model – Daniel St HGL Comparison between Pre- & Post-Fairgrounds Redevelopment

Pre-Fairgrounds Redevelopment HGL Post-Fairgrounds Redevelopment HGL

Daniel St Trunk Sewer from Michael St to WWTP

WWTP

Michael St

James St

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From: LeMasurier, AshleyTo: Mineault-Guitard, AlexandreSubject: FW: 964 Talos - Arnprior Fairgrounds: Water boundary / Wastewater CapacityDate: Monday, March 19, 2018 3:01:21 PMAttachments: TALOS-PREL_SERVICING.PDF

Alex, Water demands are in the email below. Can you save a copy of this email in the following folder as well? W:\active\1634_01477\planning\analysis\recieved plans Thank you, Ashley LeMasurier, P.Eng.Water Resources Engineer(613) 724-4333Stantec Consulting Ltd. The content of this email is the confidential property of Stantec and should not be copied, modified, retransmitted, or used for any purpose except with Stantec's writtenauthorization. If you are not the intended recipient, please delete all copies and notify us immediately.

From: Adam Fobert [mailto:[email protected]] Sent: Friday, March 02, 2018 3:22 PMTo: Alemany, Kevin Cc: Steve Pichette ; John Steckly Subject: 964 Talos - Arnprior Fairgrounds: Water boundary / Wastewater Capacity Hello Kevin, I hope you are well. We need a proposal from you to provide the following. We need Stantec to provide water boundary conditions for the contemplated development inArnprior at the former fairgrounds. I have attached a servicing sketch for reference. We haveillustrated three connection points for the development. Gavin, Thomas, and Fairview (Easement). Employing City of Ottawa unit rates we have estimated the follow water demands: Average Day: 80.2L/minMaximum Day: 240.6L/minPeak Hour: 360.9L/min We will assuming a fire flow of 10,000L/min at this time. We are showing two wastewater outlets, one at Thomas and at James. We have estimated 1.7L/speak flow, including I/I to Thomas and 5.7L/s to James.
mailto:/O=EXCHANGELABS/OU=EXCHANGE ADMINISTRATIVE GROUP (FYDIBOHF23SPDLT)/CN=RECIPIENTS/CN=F12FA7C1A7A148FA852E0FA01A7708B6-LEMASURIER,mailto:[email protected]:////CD1218-F02/01-634/active/1634_01477/planning/analysis/recieved%20plansmailto:[email protected]:[email protected]:[email protected]:[email protected]

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Let me know if you are able to assess water pressures and available sanitary capacity to support thisdevelopment. Adam Fobert, P.Eng.Manager of Site Plan Design

DSELdavid schaeffer engineering ltd.

120 Iber Road, Unit 103Stittsville, ON K2S 1E9

office: (613) 836-0856direct: (613) 836-0626cell: (613) 222-9493email: [email protected]

This email, including any attachments, is for the sole use of the intended recipient(s) and may contain private, confidential,and privileged information. Any unauthorized review, use, disclosure, or distribution is prohibited. If you are not the intendedrecipient or if this information has been inappropriately forwarded to you, please contact the sender by reply email anddestroy all copies of the original.

mailto:[email protected]

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120 Iber Road Unit 103

Stittsville, Ontario, K2S 1E9

Tel. (613) 836-0856

Fax. (613) 836-7183

www.DSEL.ca

SAN-01

Arnprior Fairgrounds - James Street Sanitary Analysis

SANITARY SEWER CALCULATION SHEET

CLIENT: Arnprior Fairgrounds - James Street SAN Analysis DESIGN PARAMETERSLOCATION: James Street, Arnprior - Existing Conditions Avg. Daily Flow Res. 350 L/p/d Peak Fact Res. Per Harmons: Min = 2.0, Max =4.0 Infiltration / Inflow 0.28 L/s/haFILE REF: 17-964 Avg. Daily Flow Comm. 50,000 L/ha/d Peak Fact. Comm. 1.5 Min. Pipe Velocity 0.60 m/s full flowingDATE: 9-Apr-18 Avg. Daily Flow Instit. 50,000 L/ha/d Peak Fact. Instit. 1.5 Max. Pipe Velocity 3.00 m/s full flowing

Avg. Daily Flow Indust. 35,000 L/ha/d Peak Fact. Indust. per MOE graph Mannings N 0.013

Area ID Up Down Area Pop. Peak. Qres Area Accu. Area Accu. Area Accu. QC+I+I Total Accu. Infiltration Total DIA Slope Length Ahydraulic R Velocity Qcap Q / Q full

Area Pop. Fact. Area Area Area Area Area Flow Flow

(ha) Singles Semi's Town's Apt's (ha) (-) (L/s) (ha) (ha) (ha) (ha) (ha) (ha) (L/s) (ha) (ha) (L/s) (L/s) (mm) (%) (m) (m2) (m) (m/s) (L/s) (-)

SAN1 1 2 0.135 0.135 0.0 4.00 0.00 0.00 1.96 1.96 1.95 1.95 3.3 4.045 4.045 1.133 4.41 300 0.19 0.071 0.075 0.59 41.7 0.11

SAN2 2 3 0.793 1 3.0 0.928 3.0 4.00 0.05 0.62 0.62 1.96 1.95 3.8 1.408 5.453 1.527 5.39 300 0.19 0.071 0.075 0.59 41.7 0.13

SAN3 3 4 0.394 4 14.0 0.529 17.0 4.00 0.28 0.62 1.96 1.95 3.8 0.394 5.847 1.637 5.73 300 0.19 0.071 0.075 0.59 41.7 0.14

SAN4 4 5 0.549 3 10.0 1.078 27.0 4.00 0.44 0.16 0.78 1.96 1.95 4.0 0.709 6.556 1.836 6.23 300 0.19 0.071 0.075 0.59 41.7 0.15

SAN5 5 6 0.517 5 17.0 1.595 44.0 4.00 0.71 0.78 1.96 1.95 4.0 0.517 7.073 1.980 6.65 300 0.19 0.071 0.075 0.59 41.7 0.16

Assumptions:

- Only residences with front doors facing James street were assumed to be using this sanitary line.

-Slope was assumed using City of Ottawa Sewer Design Guidelines, October 2012 Section 6.1.2.2 - Table 6.2

Pipe Data

Number of Units Cumulative

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Location Residential Area and Population Commercial Institutional Industrial Infiltration

Z:\Projects\17-964_Toscano_arnprior\B_Design\B1_Analysis\B1-2_Sanitary\Off Site\san-2018-04-09-964_ajt.xlsx

SANITARY SEWER CALCULATION SHEET

CLIENT: Arnprior Fairgrounds - James Street SAN Analysis DESIGN PARAMETERSLOCATION: James Street, Arnprior - Proposed Conditions Avg. Daily Flow Res. 350 L/p/d Peak Fact Res. Per Harmons: Min = 2.0, Max =4.0 Infiltration / Inflow 0.28 L/s/haFILE REF: 17-964 Avg. Daily Flow Comm. 50,000 L/ha/d Peak Fact. Comm. 1.5 Min. Pipe Velocity 0.60 m/s full flowingDATE: 9-Apr-18 Avg. Daily Flow Instit. 50,000 L/ha/d Peak Fact. Instit. 1.5 Max. Pipe Velocity 3.00 m/s full flowing

Avg. Daily Flow Indust. 35,000 L/ha/d Peak Fact. Indust. per MOE graph Mannings N 0.013

Area ID Up Down Area Pop. Peak. Qres Area Accu. Area Accu. Area Accu. QC+I+I Total Accu. Infiltration Total DIA Slope Length Ahydraulic R Velocity Qcap Q / Q full

Area Pop. Fact. Area Area Area Area Area Flow Flow

(ha) Singles Semi's Town's Apt's (ha) (-) (L/s) (ha) (ha) (ha) (ha) (ha) (ha) (L/s) (ha) (ha) (L/s) (L/s) (mm) (%) (m) (m2) (m) (m/s) (L/s) (-)

8.180 89 10 330.0 8.180 330.0 4.00 5.35 0.00 0.00 0.00 0.0 8.180 8.180 2.290 7.64

SAN1 1 2 0.135 0.0 0.135 330.0 4.00 5.35 0.00 1.96 1.96 1.95 1.95 3.3 4.045 12.225 3.423 12.05 300 0.19 0.071 0.075 0.59 41.7 0.29

SAN2 2 3 0.793 1 3.0 0.928 333.0 4.00 5.40 0.62 0.62 1.96 1.95 3.8 1.408 13.633 3.817 13.03 300 0.19 0.071 0.075 0.59 41.7 0.31

SAN3 3 4 0.394 4 14.0 0.529 347.0 4.00 5.62 0.62 1.96 1.95 3.8 0.394 14.027 3.928 13.37 300 0.19 0.071 0.075 0.59 41.7 0.32

SAN4 4 5 0.549 3 10.0 1.078 357.0 4.00 5.78 0.16 0.78 1.96 1.95 4.0 0.709 14.736 4.126 13.86 300 0.19 0.071 0.075 0.59 41.7 0.33

SAN5 5 6 0.517 5 17.0 1.595 374.0 4.00 6.06 0.78 1.96 1.95 4.0 0.517 15.253 4.271 14.29 300 0.19 0.071 0.075 0.59 41.7 0.34

Assumptions:

- Only residences with front doors facing James street were assumed to be using this sanitary line.

-Slope was assumed using City of Ottawa Sewer Design Guidelines, October 2012 Section 6.1.2.2 - Table 6.2

Pipe Data

Number of Units Cumulative

by type

Location Residential Area and Population Commercial Institutional Industrial Infiltration

Z:\Projects\17-964_Toscano_arnprior\B_Design\B1_Analysis\B1-2_Sanitary\Off Site\san-2018-04-09-964_ajt.xlsx

APPENDIX B

STORMWATER MANGEMENT

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Area ID Up Down Area C Indiv AxC Acc AxC TC I Q DIA Slope Length Ahydraulic R Velocity Qcap Time Flow Q / Q full

(ha) (-) (min) (mm/hr) (L/s) (mm) (%) (m) (m2) (m) (m/s) (L/s) (min) (-)

1 2.378 0.65 1.55 1.55 10.0 104.2 447.4 750 0.25 233.63 0.442 0.188 1.26 556.6 3.1 0.80

2 2.053 0.65 1.33 2.88 13.1 90.3 722.3 825 0.40 235.03 0.535 0.206 1.70 907.8 2.3 0.80

3 2.863 0.65 1.86 4.74 15.4 82.3 1083.8 1200 0.10 253.49 1.131 0.300 1.09 1232.9 3.9 0.88

Sewer Data

Z:\Projects\17-964_Toscano_arnprior\B_Design\B1_Analysis\B1-3_Storm\stm-2018-04-09_964_ajt.xlsx DSEL 1 of 1

DRAWINGS / FIGURES

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DATE:

SCALE:

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DRAWING No.

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120 Iber Road Unit 103

Stittsville, Ontario, K2S 1E9

Tel. (613) 836-0856

Fax. (613) 836-7183

www.DSEL.ca


PROPOSED SERVICING

z:\projects\17-964_toscano_arnprior\b_design\b2_drawings\b2-2_main (dsel)\spa_sub1\2018-04-09_964_spa_ajt.dwg

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