olde oakville development planning/da-161214... · 2020-07-27 · first capital asset management lp...

Olde Oakville Development Functional Servicing and Stormwater Management Report First Capital Asset Management LP

R.J. Burnside & Associates Limited 1465 Pickering Parkway Suite 200 Pickering ON L1V 7G7 CANADA

July 2019 300044180.0000

First Capital Asset Management LP i Olde Oakville Development July 2019

R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx

Distribution List

No. of

Hard

Copies

PDF Email Organization Name

0 Yes Yes Wellings Planning Consultants Inc.

Record of Revisions

Revision Date Description

0 July 9, 2019 Initial Submission to First Capital Asset Management

R.J. Burnside & Associates Limited

Report Prepared By:

Laura Garner, P.Eng. Project Engineer LG:cv

Report Reviewed By:

Jason Mantifel

Senior VP, Land Development

JM:cv

First Capital Asset Management LP ii Olde Oakville Development July 2019


Table of Contents

1.0 Introduction ........................................................................................................ 1 1.1 Site Description ......................................................................................... 1

1.2 Ownership Structure .................................................................................. 1

1.3 Existing Easements ................................................................................... 1

2.0 Planning Context ............................................................................................... 4

3.0 Water Supply ...................................................................................................... 5 3.1 Existing Conditions .................................................................................... 5

3.2 Proposed Conditions ................................................................................. 5

3.3 Hydrant Coverage...................................................................................... 5

3.4 Midtown Oakville ASP Water Improvements .............................................. 8

4.0 Sanitary Servicing .............................................................................................. 9 4.1 Existing Conditions .................................................................................... 9

4.2 Proposed Conditions ................................................................................. 9

4.3 Midtown Oakville ASP Sanitary Improvements .......................................... 9

4.4 Sanitary Network Capacity ........................................................................11

4.4.1 Southwest WWTP Drainage .......................................................... 11

4.4.2 Southeast WWTP Drainage .......................................................... 14

5.0 Stormwater Management and Storm Servicing ............................................. 16 5.1 Stormwater Management Design Criteria .................................................16

5.2 Existing Stormwater Drainage ..................................................................16

5.2.1 Existing Drainage from Midtown Oakville EA ................................. 16

5.3 Proposed Stormwater Drainage ................................................................18

5.3.1 External Drainage ......................................................................... 18

5.3.2 Target Flows ................................................................................. 20

5.3.3 Quantity Control ............................................................................ 20

5.4 Quality Control ..........................................................................................22

5.5 Water Balance ..........................................................................................24

6.0 Erosion and Sediment Control & Construction Management Plan .............. 25

7.0 Conclusions and Recommendations ............................................................. 26 7.1 Water Servicing ........................................................................................26

7.2 Sanitary Servicing .....................................................................................26

7.3 Storm Servicing and Stormwater Management .........................................26

7.4 Recommendations ....................................................................................27

First Capital Asset Management LP iii Olde Oakville Development July 2019


Tables

Table 1: Halton Region DC Projects Relevant to Midtown Oakville Servicing ...............10

Table 2: Existing Model Downstream Sanitary Summary – Trafalgar Road (Information

Source: Halton Region InfoSewer Model) ......................................................................12

Table 3: Downstream Sanitary Capacity with Proposed Flows – Trafalgar Road ..........13

Table 4: Results of Midtown Oakville ASP Wastewater Modelling .................................14

Table 5: Existing Model Downstream Sanitary Summary – Southeast WWTP (Pine

Avenue) (Information Source: Halton Region InfoSewer Model) ....................................15

Table 6: Downstream Sanitary Capacity with Proposed Flows – Southeast WWTP (Pine

Avenue) .........................................................................................................................15

Table 7: Drainage Summary .........................................................................................18

Table 8: Midtown Oakville EA SWM Report – Model Revision A-24 Catchment ...........20

Table 9: Visual OTTHYMO Results ...............................................................................21

Table 10: Water Quality Site Area Breakdown ...............................................................22

Table 11: Erosion and Sediment Control Sequencing ...................................................25

Figures

Figure 1: Site Location Plan ............................................................................................ 2

Figure 2: Proposed Development Plan ........................................................................... 3

Figure 3: Existing Servicing Plan .................................................................................... 6

Figure 4: Functional Servicing Plan ................................................................................ 7

Figure 5: Pre-Development Drainage Plan ....................................................................17

Figure 6: Post-Development Drainage Plan ..................................................................19

Figure 7: Quality Control Drainage Area Breakdown ....................................................23

Drawing List

S1 – Servicing Plan

G1 – Grading Plan

ESC1 – Erosion and Sediment Control Plan

D1 – Details Plan

Appendices

Appendix A Water Demand Calculations

Appendix B Sanitary Calculations

Appendix C Stormwater Management Calculations

First Capital Asset Management LP iv Olde Oakville Development July 2019


Disclaimer

Other than by the addressee, copying or distribution of this document, in whole or in

part, is not permitted without the express written consent of R.J. Burnside & Associates

Limited.

First Capital Asset Management LP 1 Olde Oakville Development July 2019


1.0 Introduction

R.J. Burnside & Associates Limited (Burnside) has been retained by First Capital Asset

Management LP to prepare a Functional Servicing and Stormwater Management Report

in support of a proposed Official Plan Amendment (OPA) and Zoning By-law

Amendment (ZBA) for the proposed re-development at the northeast corner of

Trafalgar Road and Cornwall Road in the Town of Oakville. Refer to Figure 1 for the

Site Location Plan.

1.1 Site Description

The 5 ha site spans over multiple addresses, and is part of an existing commercial

development that has existing retail buildings, two of which will be removed and replaced

by the proposed towers and underground parking. The municipal addresses of the

parcel to be re-developed is 485 Trafalgar Road and 271 Cornwall Road. The

development is bordered by CN rail lines to the northwest, existing commercial

development to the northeast, Cornwall Road to the southeast and Trafalgar Road to the

southwest.

The proposed development includes the re-development of approximately 0.60 ha of the

site. The proposed re-development consists of two (2) mixed-use buildings of 14 and

19-storeys with ground floor commercial and underground parking. The proposed new

lot will be approximately 0.60 ha in size and is shown in Figure 2.

1.2 Ownership Structure

The existing shopping center will be under separate ownership in the future from the

proposed mixed-use development. Therefore, separate domestic water, sanitary and

storm service connections are required to service the two legal entities.

1.3 Existing Easements

The site currently has multiple easements and right-of-ways registered on the property.

There is an easement that follows the previous Reynolds Street right-of-way that

includes a 150 mm Regional watermain, Bell utilities, and Gas main. The easement also

includes a private 200 mm watermain as well as 450 mm storm sewer which serves the

current Olde Oakville site. The proposed development leaves the existing

Reynolds Street easement in place, respecting its boundary.

Drawing No.Drawn Checked Date

Project No.Scale

Drawing Title

Client

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1465 Pickering Parkway, Pickering, Ontario, L1V 7G7

telephone (905) 420-5777 fax (905) 420-5247

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OLDE OAKVILLE

485 TRAFALGAR RD. AND 271 CORNWALL RD.

FIRST CAPITAL ASSET

MANAGEMENT LP

85 HANNA AVENUE, SUITE 400

TORONTO, ONTARIO

M6K 3S3

GP LG

N.T.S. 300044180.0000

FIG1

19/05/28

OAKVILLE, ON L6J 3J1

LOCATION PLAN

SITE LOCATION

1. This drawing is the exclusive property

of R. J. Burnside & Associates Limited.

The reproduction of any part without

prior written consent of this office is

strictly prohibited.

2. The contractor shall verify all

dimensions, levels, and datums on site

and report any discrepancies or

omissions to this office prior to

construction.

3. This drawing is to be read and

understood in conjunction with all other

plans and documents applicable to this

project.

Notes

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PROPOSED SITE AREA = 0.60ha

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Project No.Scale

Drawing Title

Client

1. This drawing is the exclusive property of

R. J. Burnside & Associates Limited. The

reproduction of any part without prior written

consent of this office is strictly prohibited.

2. The contractor shall verify all dimensions, levels,

and datums on site and report any discrepancies

or omissions to this office prior to construction.

3. This drawing is to be read and understood in

conjunction with all other plans and documents

applicable to this project.

Notes


web www.rjburnside.com

1465 Pickering Parkway

Pickering, Ontario, L1V 7G7

telephone (905) 420-5777

fax (905) 420-5247

OLDE OAKVILLE

PROPOSED SITE PLAN

FIRST CAPITAL ASSET MANAGEMENT LP


TORONTO, ONTARIO

M6K 3S3

GP LG

1:750 300044180.0000

FIG2

19/05/28

LEGEND:

SITE PROPERTY LINE

PROPOSED SITE AREA



2.0 Planning Context

The proposed site is located in the Cornwall District in Midtown Oakville as designated in

“Livable Oakville” the Town of Oakville’s Official Plan (2009). The Midtown Oakville area

is subject to the Midtown Environmental Assessment, dated June 2014 prepared by

Cole Engineering which outlines road network improvements and stormwater

management criteria to support the growth in population and employment for the area.

The Region of Halton has also prepared a Water and Wastewater Area Servicing Plan

(ASP) for Midtown Oakville, dated September 28, 2017, prepared by GM Blue Plan. The

overall Olde Oakville plaza is referred to as Block 30 in the Midtown ASP. These reports

will be referenced in the following sections as a basis of existing and proposed

conditions and design criteria.



3.0 Water Supply

3.1 Existing Conditions

An existing 200 mm watermain exists on the site and connects to a 300 mm watermain

running on the east side of Trafalgar Road north of the Cornwall Road intersection. A

second connection exists to the site, a 200 mm water service off the same 300 mm

watermain on Trafalgar Road to service the existing building located at the northwest

corner of the site. Refer to Figure 3 for the layout of the existing servicing.

3.2 Proposed Conditions

It is proposed that the existing 200 mm private watermain connection north of the

Cornwall Road intersection remain at the south end of the site to service the existing

Olde Oakville plaza. A new dual watermain connection for fire and domestic is proposed

to connect from the 300 mm watermain on the east side of Trafalgar Road to service the

proposed buildings. The proposed water service is in accordance with the Region of

Halton detail 409.01.

Under proposed conditions, the development is anticipated to have a maximum required

fire flow of 1,480 USGPM (93 L/s) (Based on the Fire Underwriters Survey). The

anticipated domestic flow for the development under proposed conditions has been

calculated as 116.26 USGPM (7.3 L/s). Refer to Appendix A for fire flow and domestic

demand calculations.

There is an existing Regional hydrant located in the boulevard at the northeast corner of

Trafalgar Road and Cornwall Road. A hydrant test was conducted by Jackson

Waterworks on May 2nd, 2019 in accordance with NFPA291, refer to Appendix A. Based

on the test results, 221 L/s (3500 USGPM) is available at 20 psi. By interpolating the

results, the anticipated water pressure at peak fire and domestic flow

is 43.6 psi. The existing 300 mm diameter watermain along Trafalgar Road

therefore can provide sufficient flow to service the combined domestic demand and fire

flow. Refer to Appendix A for detailed water demand calculations and Figure 4 for the

location of the proposed water servicing.

3.3 Hydrant Coverage

There are currently three fire hydrants located within the development proximity. One of

the hydrants is located along Trafalgar Road, just northwest of Cornwall Road. A

second hydrant is located further northwest on Trafalgar Road and a third hydrant is

located internal to the site adjacent to Cornwall Road in the Whole Foods parking area.

The hydrant along Trafalgar Road satisfies the Building Code requirement for a hydrant

to be located within 45 m of the Siamese connection.


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Notes





telephone (905) 420-5777

fax (905) 420-5247

LEGEND:

SITE PROPERTY LINE

OLDE OAKVILLE

EXISTING SERVICING PLAN



TORONTO, ONTARIO

M6K 3S3

GP JM

1:750 300044180.0000

FIG3

19/06/04

EXISTING STORM SEWER

EXISTING SANITARY SEWER

EXISTING WATERMAIN


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PROP. STORM VAULT

ACCESS HATCH

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PROP. 250mmØ

STM SEWER


[INSULATED]


[INSULATED]



PROP. 200mmØ

STM SEWER

PROPOSED TRENCH DRAIN TO

BE CONNECTED INTERNALLY

BY MECHANICAL

PROPOSED TRENCH DRAIN TO

BE CONNECTED INTERNALLY

BY MECHANICAL

AREA DRAINS AD1, AD2, AD3, AD4,

AD5 AND AD6 TO BE CONNECTED

INTERNALLY BY MECHANICAL

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Project No.Scale

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Notes





telephone (905) 420-5777

fax (905) 420-5247

LEGEND:

SITE PROPERTY LINE

OLDE OAKVILLE

PROPOSED SERVICING PLAN



TORONTO, ONTARIO

M6K 3S3

GP JM

1:750 300044180.0000

FIG4

19/06/04

EXISTING STORM SEWER

EXISTING SANITARY SEWER

EXISTING WATERMAIN

PROPOSED STORM SEWER

PROPOSED SANITARY SEWER

PROPOSED WATERMAIN

PIPE REMOVAL



3.4 Midtown Oakville ASP Water Improvements

The Midtown Oakville ASP identified that the preferred servicing strategy to service

Midtown Oakville at full buildout and includes the following items:

• “Additional feedermain to supply the Davis Road BPS (approved 2012 By-Law and

recommended project #6661 in the 2017 DC By-Law Update) – it is expected that

easements will be coordinated with this alignment.

• New interconnection to the Burlington system along Wyecroft (from Burloak BPS).

• Introduction of additional sub-transmission mains on Cross Avenue and Davis Road.

• New local watermains to connect to the existing local distribution system.”

These proposed upgrades are reflected in Figure 6 in the Midtown Oakville ASP. The

only proposed changes directly impacting Block 30 are the installation of a 300 mm

watermain connecting at Trafalgar Road and running along Cornwall and the

decommissioning of the existing 200 mm watermain running through Block 30. The

proposed watermain is indicated as Phases 23 and 29 on Figure 19 (Proposed Water

Projects and Phasing) in the Midtown ASP which is some of the last phases proposed

for water improvements as a result of the Midtown Oakville development.

As the proposed development can be adequately serviced by the watermain on

Trafalgar and most of the buildings to remain are being serviced by the existing 200 mm

watermain running through the site (Block 30) it will remain as part of this proposal.



4.0 Sanitary Servicing

4.1 Existing Conditions

The site currently drains to a 300 mm sanitary sewer running south along the east side

of Trafalgar Road. Calculations have been made based on the gross floor area of the

existing retail buildings that are being removed to accommodate the new development.

The total peak sanitary flow for the existing retail being replaced by the proposed

development (including the infiltration allowance) has been calculated as 0.21 L/s. Refer

to Appendix B for existing sanitary calculations and Figure 3 for the location of the

existing sanitary servicing.

The existing sanitary connection to Trafalgar Road will be cut off by the proposed

buildings. In order to maintain the sanitary drainage from the existing Whole Foods (the

remainder of the Olde Oakville plaza flows to a sanitary connection at the east end of the

site), a new sanitary connection is proposed to the 200 mm sanitary sewer at the

intersection of Cornwall Road and Reynolds Street. Due to the location of the proposed

buildings and elevation of the existing sanitary sewer, a connection from the existing

sanitary sewer servicing the Whole Foods building to the sanitary sewer on

Trafalgar Road is not feasible. This sanitary sewer at the intersection of Cornwall Road

and Reynolds Street drains south and then east along Pine Avenue to the the Southeast

WWTP. The new service connection will provide an outlet for the existing Whole Foods

that will remain as part of the development. The feasibility of this connection is

discussed further in Section 4.4.

4.2 Proposed Conditions

It is proposed that a 150 mm service at 2% slope be proposed to the 300 mm sanitary

sewer along Trafalgar Road to service the proposed buildings. Refer to Drawing S1 for

details on the proposed servicing.

Calculations have been made based on the gross floor area of the proposed buildings.

The total peak sanitary flow for the proposed development (including the infiltration

allowance) has been calculated to be 5.93 L/s. Therefore, the increase in sanitary flow

from the site based on the proposed development is 5.45 L/s. Refer to Appendix B for

calculations and Figure 4 for the location of the proposed sanitary servicing.

4.3 Midtown Oakville ASP Sanitary Improvements

As per the Halton Region DC Report (2017) there are multiple projects included in the

Wastewater Development Capital Implementation Plan (2017-2031). Table 1 is an

excerpt from the Midtown Oakville ASP summarizing the projects relevant to the

servicing of Midtown Oakville:



Table 1: Halton Region DC Projects Relevant to Midtown Oakville Servicing

Region’s ID

Number

Project Description Timing

6535 450 mm wastewater main on Trafalgar Rd from 10 m

north of Inglehart St N to Cross Avenue (Oakville)

TBC (Post-2021)

6537 675 mm wastewater main on Trafalgar Rd, through GO

lot and on Argus St from Spruce St to 60 m north of

Cross Avenue (Oakville)

TBC (Post-2021)

6540 Twin 900 mm wastewater main on Trafalgar Road and

Randall Street/Rebecca Street from Lawson Street to

Wilson Street

Completed

6541 Deep Trunk Sewer on Rebecca Street and Lakeshore

Road W from Wilson Street to Oakville Southwest

WWTP

Completed

Project 6535 replaces the 300 mm diameter pipe with a 450 mm diameter along the east

side of Trafalgar Road where the connection from the proposed development is located.

The Midtown Oakville ASP evaluated alternatives to service the Midtown Oakville

development to full build-out. Alternative 4 was selected as the preferred alternative for

proposed wastewater build-out which diverts a portion of flow from the Southwest

Oakville WWTP to the Southeast WWTP. The portion of Block 30 proposed for

development in this Functional Servicing Report will continue to flow west to the

Southwest Oakville WWTP in the full build-out scenario, consistent with existing

conditions.

Figure 16 (Proposed Wastewater Infrastructure for Midtown Oakville & Relocations) in

the Midtown Oakville ASP summarizes the proposed upgrades to service Midtown

Oakville. In the vicinity of Block 30 the following upgrades are proposed:

• 675 mm sanitary sewers along Trafalgar Road up to Lawson Street (where the trunk

sewer has been twinned), replacing the existing 300 mm, 525 mm and 600 mm

existing sewers; and

• 250 mm sanitary on Cornwall Road fronting the development, connecting into the

675 mm sewers on Trafalgar Road.

It is understood that these upgrades will be completed as development in Midtown

Oakville progresses.



4.4 Sanitary Network Capacity

4.4.1 Southwest WWTP Drainage

In order to investigate the existing capacity of the sanitary network the InfoSewer model

of the sanitary network was obtained from Halton Region. Table 2 summarizes the

results of the InfoSewer model for the sanitary pipe network that the proposed

development is tying into. The “without overflow” scenario was analyzed for this

investigation.

As mentioned in the section above the downstream trunk sewers conveying flows from

the proposed development have recently been replaced as part of Halton Region’s DC

project’s 6540 and 6541, therefore the analysis of the increased flows from the proposed

development on the downstream sanitary network was completed along Trafalgar Road

up to Lawson Street where the twinned sewer starts. It is understood that the new

sewers have the capacity to convey the flows from the increased density in Midtown

Oakville as presented in the ASP (refer to Table 3).

The operating maps for the sanitary network provided by Halton Region have been

marked up to indicate the location and extent of the downstream sanitary capacity

review. These maps are provided in Appendix B.



Table 2: Existing Model Downstream Sanitary Summary – Trafalgar Road (Information Source: Halton Region InfoSewer Model)

Pipe ID Upstream MH

Downstream MH

Upstream Invert (m)

Downstream Invert (m)

Length (m)

Slope - From Model (%)

Slope - Calculated (%)

Diameter (mm)

Full Flow (L/s)

2016 Pipe Flow (L/s)


2036 Pipe Flow (L/s)²

Smallest Residual Capacity (L/s) (All Scenarios)

Largest % Full

SMN4480 MH4628 MH4627 96.06 95.80 58.53 0.4 0.4% 300 64.38 23.23 40.07 0 24.31 62.2%

SMN4489 MH4627 MH13897 95.76 95.37 78.98 0.5 0.5% 300 68.49 24.19 41.45 0 26.99 60.5%

SMN4490 MH13897 MH13898 95.37 95.30 13.22 0.4 0.5% 300 68.5 25.08 42.51 0 25.99 62.1%

SMN4497 MH13898 MH14040 95.27 94.79 107.9 0.78¹ 0.4% 300 64.95 28.87 46.77 0 18.18 72.0%

SMN4499 MH14040 MH14086 94.79 94.48 68.12 0.14¹ 0.4% 300 64.98 29.75 47.64 0 17.34 73.3%

SMN4517 MH14086 MH14087 94.42 93.34 7.28 1.33¹ 14.8% 450 1101.64 30.61 48.5 70.65 1030.99 6.4%

SMN4516 MH14087 MH14042 93.21 92.20 173 0.6 0.6% 600 470.16 373 399.23 0 70.94 84.9%

SMN12252 MH14042 MH14035 92.15 90.07 111.26 1.8 1.9% 600 841.8 379 405.28 0 436.53 48.1%

SMN12233 MH14035 MH14023 89.94 88.00 102 2 1.9% 600 847.75 381.3 407.5 0 440.26 48.1%

SMN12200 MH14023 MH14022 87.93 87.84 3.91 2.2 2.2% 600 912.93 382.16 408.35 0 504.59 44.7%

SMN12201 MH14022 MH14021 87.88 87.20 57.79 1.2 1.2% 600 669.85 383.16 409.33 0 260.52 61.1%

SMN12206 MH14021 MH14020 87.50 86.93 56.59 1 1.0% 600 617.90 384.08 410.25 0 207.65 66.4%

Notes:

¹ The slopes shown in in the model appear incorrect based on the inverts, lengths and full flow capacities provided in the model. For these pipe segments the calculated slope has

been used.

² Most of the pipes directly downstream of the connection point have a "Retirement Year" of 2026 therefore information on the capacity of this pipe is not available beyond this date.



Table 3: Downstream Sanitary Capacity with Proposed Flows – Trafalgar Road

Pipe ID Upstream MH

Downstream MH

Upstream Invert (m)


Length (m)



Diameter (mm)

Full Flow (L/s)

New Pipe Flow (L/s) ¹ % Full

SMN4480 MH4628 MH4627 96.06 95.80 58.53 0.4 0.4% 300 64.38 45.52 70.7%

SMN4489 MH4627 MH13897 95.76 95.37 78.98 0.5 0.5% 300 68.49 46.9 68.5%

SMN4490 MH13897 MH13898 95.37 95.30 13.22 0.4 0.5% 300 68.5 47.96 70.0%

SMN4497 MH13898 MH14040 95.27 94.79 107.9 0.78¹ 0.4% 300 64.95 52.22 80.4%

SMN4499 MH14040 MH14086 94.79 94.48 68.12 0.14¹ 0.4% 300 64.98 53.09 81.7%

SMN4517 MH14086 MH14087 94.42 93.34 7.28 1.33¹ 14.8% 450 1101.64 53.95 4.9%

SMN4516 MH14087 MH14042 93.21 92.20 173 0.6 0.6% 600 470.16 404.68 86.1%

SMN12252 MH14042 MH14035 92.15 90.07 111.26 1.8 1.9% 600 841.8 410.73 48.8%

SMN12233 MH14035 MH14023 89.94 88.00 102 2 1.9% 600 847.75 412.95 48.7%

SMN12200 MH14023 MH14022 87.93 87.84 3.91 2.2 2.2% 600 912.93 413.796 45.3%

SMN12201 MH14022 MH14021 87.88 87.20 57.79 1.2 1.2% 600 669.846 414.78 61.9%

SMN12206 MH14021 MH14020 87.50 86.93 56.59 1 1.0% 600 617.9 415.70 67.3%

Notes: ¹ Largest Pipe Flow from all scenarios plus 5.45 L/s from the proposed development.

It is understood based on a review of the Midtown ASP wastewater information that upgrades are proposed to the downstream sanitary sewers

along Trafalgar Road as part of both the Halton Region DC Report and the recommended upgrades based on the analysis completed in the ASP as

outlined the section above. However, based on the existing sanitary network information provided in the tables above, the existing network can

accommodate the increased sanitary flow from the proposed development up to the retirement year of the pipe, which for most of the pipes is 2026,

without exceeding 86% full. The flow from the proposed development represents a 1.2% increase in flow for pipe SMN4516 that is at 86% full.

This conclusion is in line with the results of the 2016 modelling presented in the Midtown Oakville ASP that identified pipes as currently exceeding

85% full. None of these pipes are located downstream of the connection for the proposed development. Refer to Table 4 for a summary of these

pipes.



Table 4: Results of Midtown Oakville ASP Wastewater Modelling

Based on the information presented in the Section above, the existing downstream

sanitary pipes along Trafalgar Road can accommodate the flow increase from the

proposed development up to the “retirement year” of the pipe as based on the

information provided in the Halton Region sanitary model.

4.4.2 Southeast WWTP Drainage

The downstream network draining to the Southeast WWTP was also reviewed as it is

proposed that a small amount of flow from the existing Whole Foods building on the site

connect to the existing 200 mm sanitary sewer at the intersection of Cornwall Road and

Reynolds Street which ultimately drains to the Southeast WWTP. It is anticipated that

this minor increase will have negligible impact to the downstream system. As mentioned

above, the proposed servicing alternative identified in the Midtown Oakville ASP

proposes to divert sanitary flow from the Southwest WWTP to the Southeast WWTP. An

analysis was done on the sewers directly downstream of the connection (presented in

the Table 5 and Table 6) and no concern was identified with adding this flow. The flow

increase of 0.27 L/s represents approximately a 1% increase in percent full in these

pipes. The Midtown Oakville ASP sanitary network modelling was also reviewed (refer

to Appendix D, Wastewater Model Results 2031 + Buildout (PWWF) in the ASP) which

does not identify any downstream pipes in the map provided flowing greater than 85%

full. As the alternative proposed for the Midtown Oakville sanitary servicing was to divert

flows from the Southwest WWTP to the Southeast WWTP it is anticipated this minor

adjustment in flow will not impact the downstream system.

Pipes with 2016 PWWF q/Q > 0.85

SMN31927

SMN4481

SMN 4492

SMN 4494

SMN 28967

SMN 28967

SMN 28968

SMN 4452



Table 5: Existing Model Downstream Sanitary Summary – Southeast WWTP (Pine Avenue) (Information Source: Halton Region InfoSewer Model)

Pipe ID Upstream MH

Downstream MH

Upstream Invert (m)


Length (m)



Diameter (mm)

Full Flow (L/s)



Smallest Residual Capacity (L/s) (All Scenarios)

% Full

SMN19735 MH14079 MH14080 94.43 94.20 40.68 0.55 0.55% 200 24.40 0.90 0.92 23.49 3.8%

SMN12380 MH14080 MH14081 94.20 93.84 145.19 0.25 0.25% 200 16.44 2.26 2.30 14.14 14.0%

SMN12381 MH14081 MH14053 93.84 93.56 120.20 0.25 0.24% 250 28.93 4.31 4.36 24.57 15.1%

Notes: ¹The 2021 and 2026 pipe flows are the same as 2016 in the model.

Table 6: Downstream Sanitary Capacity with Proposed Flows – Southeast WWTP (Pine Avenue)

Pipe ID Upstream MH

Downstream MH

Upstream Invert (m)


Length (m)



Diameter (mm)

Full Flow (L/s)

New Pipe

Flow (L/s)¹ % Full

SMN19735 MH14079 MH14080 94.43 94.20 40.68 0.55 0.55% 200 24.40 1.19 4.9%

SMN12380 MH14080 MH14081 94.20 93.84 145.19 0.25 0.25% 200 16.44 2.57 15.6%

SMN12381 MH14081 MH14053 93.84 93.56 120.20 0.25 0.24% 250 28.93 4.63 16.0%

Notes: ¹Largest Pipe Flow from all scenarios plus 0.27 L/s from the proposed development.



5.0 Stormwater Management and Storm Servicing

5.1 Stormwater Management Design Criteria

The proposed site is located within the Town of Oakville Midtown growth area and is

subject to the Midtown EA Stormwater Management Criteria. In discussion with the

Town of Oakville it was determined that the stormwater management design criteria for

this site is as follows:

• Any future development within the Midtown Oakville study area is to utilize the

Midtown Oakville EA Study hydrology model to demonstrate that the target flows are

met. The Regional storm event is also to be modeled in order to determine the

downstream impacts of any future development within the Midtown Oakville study

area.

• Any future development within the Midtown Oakville study area is to achieve

Enhanced Level 1 Protection.

• Any future development within the Midtown Oakville study area shall consider water

balance by achieving the greater of either of the two (2) following requirements:

− Provide retention of 5 mm over the entire area of the proposed development (no

initial abstractions); or

− Retain stormwater on‐site to achieve an equivalent annual volume of infiltration

as predevelopment conditions, as per Section 3.2 of the MOE Stormwater

Management Planning and Design Manual (March 2003).

5.2 Existing Stormwater Drainage

The existing commercial development drains in two different directions. The west side of

the existing development drains to a 1050 mm diameter storm sewer on Trafalgar Road

entering the 16 Mile Creek catchment area. The east side of the existing development

drains east to an existing stormwater management pond or to an 1800 mm diameter

culvert, both located at the east end of the development. This drainage appears to enter

the Lower Morrison Creek at the east end of the site. Refer to Figure 5 for a schematic

of the existing drainage conditions of the proposed development area.

5.2.1 Existing Drainage from Midtown Oakville EA

The Midtown Oakville EA Stormwater Management Report delineates existing

catchments in this area. The proposed site is located within the A-24 catchment and is

identified as within 16 Mile Creek Drainage Area. We note that the adjacent catchment

to the east, Catchment A-23, is identified as within the 16 Mile Creek subwatershed

however, based on a review of the existing servicing plans for the Olde Oakville plaza, it

appears that the majority of this catchment should form part of the Lower Morrison Creek

subcatchment.


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telephone (905) 420-5777

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DRAINAGE AREA NUMBER

DRAINAGE AREA (ha)

% IMPERVIOUS

DRAINAGE BOUNDARY

OVERLAND FLOW ROUTE

OLDE OAKVILLE

PRE-DEVELOPMENT

DRAINAGE PLAN



TORONTO, ONTARIO

M6K 3S3

GP LG

1:750 300044180.0000

FIG5

19/05/28



5.3 Proposed Stormwater Drainage

The drainage divides between the 16 Mile Creek and Lower Morrison Creek, as

mentioned above, is shown on Figure 5. Based on the proposed grading, the area

draining to Lower Morrison Creek will be slightly reduced while the area draining to

16 Mile Creek will be slightly increased, as shown on Figure 6. With that in mind we

have modelled the minor shift in drainage boundary between catchments A-23 and A-24

as described in the Section below. Table 7 identifies the change in area based on the

shift in drainage boundary.

Table 7: Drainage Summary

Drainage Direction Pre-Development Post-Development

Site Area (ha) %impervious Site Area (ha) %impervious

East

(Lower Morrison)

0.34 83% 0.18 85%

West

(16 Mile)

1.08 94% 1.24 92%

Total 1.42 1.42

5.3.1 External Drainage

There is a small amount of external drainage directed to the proposed development from

the CN Rail corridor. It is proposed that this flow be directed via a swale along the

property line to the east to be captured and conveyed through the east end of the site,

maintaining existing flows. This external drainage currently flows into the site and was

captured in the storm system directed to Lower Morrison Creek. The location of this

external drainage is shown on Figure 6.

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SITE PROPERTY LINE


DRAINAGE AREA (ha)

% IMPERVIOUS

DRAINAGE BOUNDARY

OVERLAND FLOW ROUTE

OLDE OAKVILLE

POST-DEVELOPMENT

DRAINAGE PLAN



TORONTO, ONTARIO

M6K 3S3

GP LG

1:750 300044180.0000

FIG6

19/05/28



5.3.2 Target Flows

As identified in the table above, the runoff draining east towards Lower Morrison Creek

has been reduced by approximately 0.16 ha under proposed conditions. Flows to the

east are therefore anticipated to be reduced. The rational method was used to

approximate the 100-year flows draining east under pre and post-development

conditions and is included in Appendix C.

The proposed development is located on the west side of the site (as shown in Figure 2)

and falls within the 16 Mile Creek drainage area design criteria. As per page 9 of the

Stormwater Management Report within the Oakville Part III Midtown EA there are no

existing flooding concerns for 16 Mile Creek in the study area, peak runoff rates within

the 16 Mile Creek watershed are to be controlled to existing conditions.

The proposed 0.60 ha development site is located in Catchment A-24, which is 2.54 ha

in size and has an existing and proposed percent impervious of 93% based on the

Stormwater Management Report within the Oakville Part III Midtown EA. As mentioned,

there is a slight increase in drainage area to the west, therefore Catchment A-24 has

been adjusted to reflect the increased area (refer to Table 8).

Table 8: Midtown Oakville EA SWM Report – Model Revision A-24 Catchment

Area (ha) %imperious 100 Year Flow

(m³/s)

Pre-Development¹ 2.54 93% 1.365

Post-Development 2.70 93%² 1.450

¹ From Midtown Oakville EA Stormwater Management Report modelling.

² Although the overall imperviousness decreased under post-development condition, to be conservative, the

imperviousness was left unchanged.

In order to control the post-development flows to the existing conditions presented in the

Midtown Oakville EA model, stormwater controls will be required. The controls proposed

for the site are described below.

5.3.3 Quantity Control

In addition to the target flows presented in the Stormwater Management Report within

the Oakville Part III Midtown EA, a minimum storage of 68.2 m³/ha is to be provided in

the 16 Mile Creek watershed to accommodate future transportation improvements.

Based on the proposed development area of 0.60 ha, 41 m³ is required to be stored on

site.



A Visual OTTMHYMO hydrology model was prepared using the parameters outlined in

the Midtown Oakville EA Stormwater Management Report modelling to confirm the

release rates associated with the volumes required. The IDF parameters used in the

model are found in Table 3.1 of the Development Engineering Procedures and

Guidelines for the Town of Oakville.

The analysis to confirm release rates and volumes was completed using a two-step

approach. The model was first run to determine the storage required to control flows to

pre-development levels to accommodate the 0.16 ha drainage area increase to 16 Mile

Creek. The model was then revised to reflect the additional 41 m³ required to

accommodate the future transportation improvements and iterated to determine an

updated release rate. The details and results of the Visual OTTMHYMO modelling are

presented in the Table 9:

Table 9: Visual OTTHYMO Results

Area (ha)

Percent Impervious

(%)

100 Year Flow (m³/s)

100 Year Controlled Flow (m³/s)

Storage Required

(m³)

Pre-Development

Catchment A-24 2.54 93% 1.365 - -

Post-Development

Step 1: Site Area Draining to Storage – Controlled to accommodate 0.16 ha drainage diversion

0.6 93%

0.326 0.233 94

Step 2: Site Area Draining to Storage – Updated to include future transportation improvement storage requirements

0.326 0.171 135

Remaining Portion of Post-Development Catchment A-24

2.1 93% 1.131 - -

Total 2.7 93% 1.294

As identified in the table above, 94 m³ was sufficient to control the flows to existing

conditions based on the shift in the drainage divide. Once this volume was determined

41 m³ was added to the “Required Volume” to determine the release rate required to

provide the quantity control as identified in the Midtown Oakville EA Stormwater

Management Report. A vault is proposed in the P1 level parking to attenuate

stormwater. The vault is proposed to have a surface area of 51.2 m² and a height of 3.1

m. This equates to a total provided storage volume of 159 m³, which provides sufficient

storage to meet the requirements. A 229 mm diameter orifice plate is proposed to

control the flows in the vault to the 100-year release rate of 171 L/s. In the event that the

orifice plate became blocked or flows exceed the 100-year event the stormwater would

back up the lowest area drain at an elevation of 98.40 m which would then spill to the

Cornwall Road right-of-way. An access hatch is provided to the stormwater



management vault from outside the building in order for maintenance to be completed

when required. The detailed stage-storage-discharge calculations and modelling can be

found in Appendix C.

5.4 Quality Control

Based on the requirements of the Midtown Oakville EA, any future development within

the Midtown Oakville study area is required to achieve Enhanced Level 1 stormwater

quality protection. Runoff from the proposed site area is captured using roof drains,

trench drains and area drains and is directed to the stormwater vault located on the P1

parking level. Generally, the runoff from the site area is clean as it is primarily roof

coverage, landscaping and a small amount of area that will see vehicular traffic.

Table 10 identifies the breakdown of TSS removal for the site. The hardscape and

landscape flows captured on the site will be treated using an oil-grit separator unit (sized

as an STC750) or approved equivalent to achieve a minimum 80% TSS removal rate, or

“Enhanced” protection level, per MECP guidelines. The oil-grit separator will be located

upstream of the stormwater management vault. Refer to Figure 7 for the quality control

drainage area breakdown and to Appendix C for the sizing of the oil-grit separator.

Table 10: Water Quality Site Area Breakdown

Surface Type Effective TSS

Removal Effective Area

(m2)

TSS Removal Over Total Site

Roof Coverage 95% 3200 3040

Landscape to OGS¹ 96% 750 720

Hardscape to OGS 80% 2,050 1640

Total 6,000 90%

¹ The landscape area does not provide TSS loading and is considered to achieve 80% removal. The

landscape area is then treated by an OGS; using a treatment train approach the landscape area achieves

96% TSS removal.

An existing oil-grit separator for the Olde Oakville plaza is located in the easement at the

south end of the proposed development. The drainage to this oil-grit separator will be

reduced as an outcome of this development therefore the size of this existing unit should

be sufficient to continue servicing the Olde Oakville plaza.

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telephone (905) 420-5777

fax (905) 420-5247

LEGEND:

SITE PROPERTY LINE


DRAINAGE AREA (ha)

DRAINAGE BOUNDARY

OVERLAND FLOW ROUTE

OLDE OAKVILLE

QUALITY DRAINAGE PLAN



TORONTO, ONTARIO

M6K 3S3

GP JM

1:750 300044180.0000

FIG7

19/06/04



5.5 Water Balance

Retention of a volume equivalent to a 5 mm depth over the proposed development will

be used to meet the Midtown Oakville EA water balance objectives. Therefore, the

volume required to meet the Midtown Oakville EA Water Balance Criteria will be as

follows:

Volume = 6,000 m² x 0.005 m = 30 m³.

Considering initial abstraction, the volume required be retained on site to achieve the

water balance target is 19.6 m³. This includes a portion of the hardscape being directed

to landscape areas where infiltration and evapotranspiration can occur.

At this time, a water reuse sump located within the proposed stormwater vault has been

provided, sized to hold the remaining 19.6 m³.

Complete details of water balance will be provided at the Site Plan Application stage

through a combination of water re-use and initial abstraction. All feasible methods of

achieving water balance will be considered.



6.0 Erosion and Sediment Control & Construction Management

Plan

The Erosion and Sediment Control Plan for the site will be designed in conformance with

the Erosion and Sediment Control Guidelines for Urban Construction (2006) designed

for use in the Greater Golden Horseshoe.

During the site grading and servicing works, there is potential for sediment-laden runoff

to be directed toward the adjoining properties and municipal streets. Therefore, prior to

any grading activity, the erosion and sediment control strategy will include the following:

• Temporary sediment control fence installed along the site perimeter prior to any

grading activity.

• Gravel ‘mud-mats’ at construction vehicle entrances to minimize off-site tracking of

sediments.

• Material stockpiles are to be located in appropriate locations.

• Inlet sediment control devices are to be used on existing catchbasins in municipal

right-of-way’s that may be affected by the construction of this site.

The sequencing of the implementation of the above and additional erosion and sediment

control measures is summarized in Table 11.

Table 11: Erosion and Sediment Control Sequencing

All reasonable measures will be taken to ensure that sediment loading is minimized both during and following construction. Refer to Drawing ESC1 for further details.

Activity Erosion Control Practice

Area Grading

• Construct and maintain entrance “mud-mat”.

• Construct and maintain sediment control fencing around the

downstream perimeter of the site.

• Locate stockpiles away from sensitive areas.

Servicing and

Asphalt Works

• Limit open trench lengths to minimize erosion potential of excavated

material.

• Prevent erosion of material stockpiles.

• During work stoppages or inclement weather, plug ends of open

sewers to prevent downstream sedimentation.

• Protect catchbasin inlets with Terrafix 240R non-woven geotextile.

Maintenance

• Remove accumulated sediments when depth exceeds 0.30 m.

• Maintain and repair sediment control fencing as required.

• Maintain and repair catchbasin sediment controls as required.



7.0 Conclusions and Recommendations

This report has presented a functional-level analysis and design of site servicing of the

proposed development and is summarized as follows:

7.1 Water Servicing

• The calculated domestic flow demand due to the proposed buildings is 7.3 L/s.

• The calculated fire flow demand due to the proposed buildings is 93 L/s.

• The service connection for the proposed buildings will consist of a 200 mm diameter

fire service connection and a 100 mm diameter domestic supply connection from the

existing 300 mm watermain along Trafalgar Road.

• Based on the information obtained from the hydrant flow test, the existing municipal

water supply network can adequately service the site.

7.2 Sanitary Servicing

• The total increase in peak sanitary flow for the proposed development (including the

infiltration allowance) has been calculated as 5.45 L/s.

• The existing municipal sanitary sewer system can adequately service the site.

• The proposed buildings will be serviced by a 150 mm diameter sanitary connection

at 2% to the existing 300 mm diameter sanitary sewer along Trafalgar Road.

7.3 Storm Servicing and Stormwater Management

• A 229 mm diameter orifice plate is proposed to control the flows in the stormwater

vault to the 100-year release rate of 171 L/s to meet the target flows and achieve the

water quantity criteria outlined in the Midtown Oakville EA Stormwater Management

Report.

• Water balance requirements will be achieved using a water reuse sump located

within the proposed stormwater vault, complete details of water balance will be

provided at the Site Plan Application stage.

• Level 1 (Enhanced) stormwater quality control will be provided using an OGS unit to

treat the hardscape on the proposed site.

• The proposed buildings will be serviced by a 375 mm diameter storm sewer at 2% to

the existing 1050 mm diameter storm sewer along Trafalgar Road.

• An overland flow route is provided via a drive aisle out to Trafalgar Road consistent

with existing conditions.



7.4 Recommendations

The contractor shall locate and verify all dimensions, levels, inverts and datum onsite

and report any discrepancies or omissions to the Engineer prior to construction.

In summary, the site can be adequately serviced with respect to water supply, sanitary

drainage, and stormwater management. We recommend the adoption of this report as it

relates to the proposed development.

Appendix A

Appendix A

Water Demand Calculations

CALCULATION SHEET

Olde Oakville Prepared by:

Toronto, Ontario Checked by:

Project No:

Water Demand & Fire Demand Date:

I. Fire Flow Calculation

*Based on Fire Underwriters Survey

1

Where F= Fire flow in Lpm

C= construction type coefficient

= 0.6 For fire-resistive construction (fully protected frame, floors, roof)

A = total floor area in sq.m. excluding basements, includes garage

Floor Area (sq.m) %

2F 2944 100%

Ground 1612 25%

3F 1383 25%

Largest Area = 3,693 sq.m.

F = 8,021.38 L/min

Round to nearest 1000 l/min

F = 8,000 L/min

2 Occupancy Reduction

0%

Reduction = 0

F = 8,000 L/min *Round to nearest 1000 L/min

3 Sprinkler Reduction

30% Reduction for NFPA Sprinkler System

Reduction = 2400 l/min

F = 5,600

4 Separation Charge

0% N 45m+

0% E 45m+

0% S 45m+

0% W 45m+

0% Total Separation Charge, 0 L/min

F= 5,600 L/min

93 L/s

1,480 US GPM

Fire Flow Required = 93.33 L/s 1480 US GPM

F= 220 C (A)1/2

*Largest floor area + 25% of adjoining floor

areas, assuming vertical opening are properly

protected (one hour rating)

Project: L.Garner

J.Mantifel

300044180

May 29, 2019

reduction for combustible occupancy

CALCULATION SHEET



Project No:


Project: L.Garner

J.Mantifel

300044180

May 29, 2019

II. Domestic Flow Calculations

Population (Res) = 574 persons

Average Day Demand (Res) = 265 L/cap/day

Population (Comm) = 28 persons

Average Day Demand (Comm) = 225 L/cap/day

158410 L/day

1.83 L/s

29.06 US GPM

Max. Daily Demand Peaking Factor = 2.25

Max. Daily Demand = 4.13 L/s

= 65.39 US GPM

or

Max. Hourly Demand Peaking Factor = 4

Max. Hourly Demand = 7.33 L/s

= 116.26 US GPM

Domestic Flow Demand = 7.33 L/s 116.26 US GPM

III. Flow Test Results - Trafalgar Road Hydrant

*As per fire flow test completed by Jackson Waterworks on Hydrant #7730, located at the north corner of Trafalgar Road and Cornwall Road.

Static Pressure= 50 psi

46 73.4 1163

40 127.1 2014

Theoretical Flow @ 20 psi = 3500 US GPM

220.8 L/s

Anticipated Residual Pressures at Fire Flow

Estimated Required

Fire 93.3 43.6 20.3

Water design criteria, as per Table 4 in the

Water and Wastewater Area Servicing Plan for

Midtown Oakville

Refer to sanitary calculations for details of

population calculations

Pressure (psi) Flow (L/s) Flow (GPM)

*From Halton Region design criteria, Section 2.4

*From Halton Region design criteria for residential

*Calculated Fire Flow Demand of 1480 US GPM less than

theoretical therefore OK

Scenario Flow (L/s)Pressure (psi)

CALCULATION SHEET



Project No:


I. Fire Flow Calculation

*Based on Fire Underwriters Survey

1

Where F= Fire flow in Lpm

C= construction type coefficient

= 0.6 For fire-resistive construction (fully protected frame, floors, roof)

A = total floor area in sq.m. excluding basements, includes garage

Floor Area (sq.m) %

2F 2944 100%

Ground 1612 25%

3F 1383 25%

Largest Area = 3,693 sq.m.

F = 8,021.38 L/min

Round to nearest 1000 l/min

F = 8,000 L/min

2 Occupancy Reduction

0%

Reduction = 0

F = 8,000 L/min *Round to nearest 1000 L/min

3 Sprinkler Reduction

30% Reduction for NFPA Sprinkler System

Reduction = 2400 l/min

F = 5,600

4 Separation Charge

0% N 45m+

0% E 45m+

0% S 45m+

0% W 45m+

0% Total Separation Charge, 0 L/min

F= 5,600 L/min

93 L/s

1,480 US GPM

Fire Flow Required = 93.33 L/s 1480 US GPM

F= 220 C (A)1/2

*Largest floor area + 25% of adjoining floor

areas, assuming vertical opening are properly

protected (one hour rating)

Project: L.Garner

J.Mantifel

300044180

May 29, 2019

reduction for combustible occupancy

CALCULATION SHEET



Project No:


Project: L.Garner

J.Mantifel

300044180

May 29, 2019

II. Domestic Flow Calculations

Population (Res) = 574 persons

Average Day Demand (Res) = 265 L/cap/day

Population (Comm) = 28 persons

Average Day Demand (Comm) = 225 L/cap/day

158410 L/day

1.83 L/s

29.06 US GPM

Max. Daily Demand Peaking Factor = 2.25

Max. Daily Demand = 4.13 L/s

= 65.39 US GPM

or

Max. Hourly Demand Peaking Factor = 4

Max. Hourly Demand = 7.33 L/s

= 116.26 US GPM

Domestic Flow Demand = 7.33 L/s 116.26 US GPM

III. Flow Test Results - Trafalgar Road Hydrant

*As per fire flow test completed by Jackson Waterworks on Hydrant #7730, located at the north corner of Trafalgar Road and Cornwall Road.

Static Pressure= 50 psi

46 73.4 1163

40 127.1 2014

Theoretical Flow @ 20 psi = 3500 US GPM

220.8 L/s

Anticipated Residual Pressures at Fire Flow

Estimated Required

Fire 93.3 43.6 20.3

Water design criteria, as per Table 4 in the

Water and Wastewater Area Servicing Plan for

Midtown Oakville

Refer to sanitary calculations for details of

population calculations

Pressure (psi) Flow (L/s) Flow (GPM)

*From Halton Region design criteria, Section 2.4

*From Halton Region design criteria for residential

*Calculated Fire Flow Demand of 1480 US GPM less than

theoretical therefore OK

Scenario Flow (L/s)Pressure (psi)

.

Jennifer

6990 Creditview Road, Unit 2Mississauga Ontario L5N 8R9


Trusting this meets with your approval, we are...

Yours truly,

Mark SchmidtJackson Waterworks

Jackson Waterworks has recently completed fire hydrant flow testing at 271 Cornwall Road. The absence ofMunicipal fire hydrants along Cornwall Road forced us to test the nearest hydrant on Trafalgar Road, whichshould be comparable to the water main on Cornwall Road.

We define the Test Hydrants as the ones being flowed, and the Base Hydrant as the one where static andresidual pressures are recorded. Wherever possible, we inspect the secondary valve for the Test Hydrants tomake sure it is in the fully open position. Likewise, we count the number of turns needed to open the TestHydrants (to make sure it is opening completely).

The secondary valve for the Test Hydrant was found to be fully open at the time of the test.

Testing was completed in accordance with NFPA 291 guidelines.

There were no irregularities to report.

03 May 2019

Ms. Nhu

7 1 0 4 C a nborou gh R oa d ,D u nnville,O N N 1 A 2 W 1

Appendix B

Sanitary Calculations

Appendix B

CALCULATION SHEET

Project: Olde Oakville Prepared by: L.Garner

Oakville, Ontario Checked by: J.Mantifel

Project No: 300044180

Sanitary Servicing Analysis Date: 7/8/2019

Existing Site Flows - Retail (being removed)

Average Dry Weather Flow

Light Commercial Area = 90 persons/ha

Area of Commercial = 0.260 ha

Employment Persons = 23

Unit Sewage Flow = 185 L/person/day

Q (Commercial)= 4,326 L/day

Q (Commercial)= 0.05 L/s

Peak Wastewater Flow Factor (Commercial and Industrial Land Use)

Pe = 0.023382 population in thousands

Me = 3.72

Infiltration Allowance

Qinfiltration= 0.286 L/s/ha

Qinfiltration= 0.02 L/s

Q Existing Total= 0.21 L/s

*From Halton Region design criteria,

Section 3.2.4

Based on Halton Region Design Criteria (page 19 of the "Halton Water Wastewater Linear Design

Manual"):

*From Halton Region design criteria, Table

3-2

Sanitary design criteria, as per Table 11 in

the Water and Wastewater Area Servicing

Plan for Midtown Oakville

Appendix B Site Sanitary Servicing1 of 4

CALCULATION SHEET





Existing Site Flows - Whole Foods - Retail (being re-directed)






Q (Commercial)= 5,501 L/day




Me = 3.74




Q Existing Total= 0.27 L/s


3-2





Section 3.2.4


CALCULATION SHEET





Proposed Site Flows - Residential


Residential (Apartment) = 285 persons/ha

Area of Residential = 2.016 ha

Residential Persons = 574


Q (Residentiall)= 123,506 L/day

Q (Residentiall)= 1.43 L/s

Peak Wastewater Flow Factor (Residential Land Use)

P = 0.574446 population in thousands

M = 3.942461



Qinfiltration= 0.05 L/s (Ground Floor Building Footprint Used)

Qresidential= 5.68 L/s


3-1





CALCULATION SHEET





Proposed Site Flows - Commercial






Q (Commercial)= 5,122 m³/day




Me = 3.73




Qcommercial= 0.25 L/s

Qtotal= 5.93 L/s For pipe sizing

Qnet= 5.45 L/s For downstream analysis

Diameter Slope Velocity Capacity Spare CapacityPercent Full

(mm) (%) (m/s) (L/s) (L/s) %

150 2.00 1.22 21.54 15.61 26.38%

Service Connection


Section 3.2.4


3-2





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MH4612

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MH17104

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MH3417

MH3418

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MH40461

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200- VC

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59

Map Index

SANITARY OPERATING MAPSTOWN OF OAKVILLE

REGIONAL MUNICIPALITY OF HALTON IT"S EMPLOYEES, OFFICERS AND AGENTS ARE NOT RESPONSIBLE FOR ANY ERRORS, OMISSIONS OR INACCURACIES WHETHER DUE TO THEIR NEGLIGENCE OR OTHERWISE. ALL INFORMATION SHOULD BE VERIFIED. © Teranet Enterprise Inc. and its suppliers. All rights reserved. THIS IS NOT A PLAN OF SURVEY.

REGIONAL MUNICIPALITY OF HALTONDepartment of Public Works

KER R

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ISON

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FIRST

NO 1

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NO 2

NO

4

THE CANADIAN

145A 146A 147A 148A 149A 150A 151A 152A 153A

157A158A 159A

160A161A 162A 163A 164A 165A 166A

173A 174A 175A 176A 177A 178A 179A180A

181A 182A

189A 190A 191A192A

193A194A

195A 196A 197A 198A

205A 206A 207A 208A 209A 210A 211A 212A

133C 133D 134C 134D 135C 135D 136C 136D 137C 137D 138C 138D 139C 139D 140C 140D 141C 141D

145B

145C 145D

146B

146C 146D

147B

147C147D

148B

148C 148D

149B

149C 149D

150B

150C150D

151B

151C 151D

152B

152C 152D

153B

153C 153D

157B

157C 157D

158B

158C 158D

159B

159C 159D

160B

160C 160D

161B

161C161D

162B

162D162C

163B

163C 163D

164B

164C 164D

165B

165C

165D

166B

166C 166D

173B

173C 173D

174B

174C174D

175B

175C 175D

176B

176C 176D

177B

177C 177D

178B

178C178D 179C 179D

180B

180C180D

181B

181C 181D

182B

182C 182D

189B

189C

189D

190B

190C 190D

191B

191C 191D

192B

192C 192D

193B

193C 193D

194B

194C 194D 195C 195D

196B

196C196D

197B

197C 197D

198B

198C 198D

205B

205C 205D

206B

206C 206D

207B

207C 207D

208B

208C 208D

209B

209C 209D

210B

210C 210D

211B

211C 211D

212B

212C 212D

179B

0 50 100 150 20025MetersI

Print Date:Grid Number: 195B

Oct 22, 2018

Maintenance Hole Types

ChamberJ

Maintenance HoleK

Major System Facilities

Pumping Station"B

Wastewater Treatment PlantG

Wastewater Storage TankE

Municipal Boundary

Sewer TypesTreated Discharge SewerUntreated Discharge SewerForceMainProposed ForceMainWWWWWWWWWWWWWWWW

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lgarner

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MH13896

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MH2240MH2248

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MH14021

MH14022 MH14023

MH14027

MH14019MH14026

MH14029

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MH17191MH17190 MH17090

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MH17092 MH17094

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MH36432

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MH2237

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MH2192

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MH2257

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MH2252

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300- UNKN

200 -CONC

300- C

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200- VC

200 -

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300- P

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900 -CONC

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900 -CONC

200- VC

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200- VC

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300- P

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150 -UNKN

450- VC

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200 -

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250- VC

200- VC

525 -CONC

450- VC

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300- VC

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900 -CONC

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200 -PVC

450 -CONC

250- VC

300 -UNKN

300- PVC

200- VC

200 -PVC

300- VC

250- VC

200 -CONC

250- VC

300- VC

150 -UNKN

600- CONC

200- VC

300- P

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250- VC

300- VC

250 -PVC

250- VC

450- VC

200- VC

200- VC

200 - VC

200- VC

250- VC

200 - VC

250 - PVC

200- PVC

900 - CONC

250- VC

200 - VC

900 -CONC

250 - PVC

200- VC

200- PVC

250 - PVC

300 - PVC

300- VC

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300 -CONC

200 -CONC

200 -

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375 - PVC

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200- VC

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150- VC

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300- VC

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171

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276

277

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373

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253

67

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68

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292

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218

229

59

62

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91

303

194

240

115

358

27

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289

169

19

340

222

180

286

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66

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207

215

76

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232

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156

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324

319

233

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366

311

362

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77

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192

141

345

105

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73

267

72

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130

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155

63

174

177

287

356

322

30

317

159

382

408

82

191

330

93

410

131

183

306

403

313

197

208

239

367

370

414

143

228

214

347

378

146

223

212216

117

175

168

368

176

12

95

109

157

394424

107

247

210

126

395

34

363

135

195

342

217

154

111

199205

193

121

160

261

164

179

112

407

147

377

389

120

381

26

418

32

380

353

36

139 123

124

209

163

420

165

114

11

387398

372

231

138

406 402412

128

38

348

411428

374

79

426

299

153

137

379

142

369

161

106

400

118

129

51399 39

189

127

42

170

422 396383

357

390416

386

Map Index

SANITARY OPERATING MAPSTOWN OF OAKVILLE

REGIONAL MUNICIPALITY OF HALTON IT"S EMPLOYEES, OFFICERS AND AGENTS ARE NOT RESPONSIBLE FOR ANY ERRORS, OMISSIONS OR INACCURACIES WHETHER DUE TO THEIR NEGLIGENCE OR OTHERWISE. ALL INFORMATION SHOULD BE VERIFIED. © Teranet Enterprise Inc. and its suppliers. All rights reserved. THIS IS NOT A PLAN OF SURVEY.

REGIONAL MUNICIPALITY OF HALTONDepartment of Public Works

KER R

MORR

ISON

LAKESHORENEW

MAPL

E GRO

VE

UPPER MIDDLE

SIXTH

NOTTINGHILL

FAIRVIEWREBECCA

THIR

D

PROUDFOOT

RANDALL

LEIGHLAND

EIGH

TH

SOUTH SERVICE

SPEERS

KINGSWAY

RED OAK

HENDERSON

CORNWALL

NORTH SERVICE

NEYAGAWA

F OR D

CHAR

TWEL

L

HIGHWAY 403

HIGHWAY 407

HARVESTER

MAINWAY

APPL

E BY

BURNHAMTHORPE

FOUR

THBRONTE

TREM

AINE

LYONS

WILLIAM HALTON

DUNDAS

WYECROFT

BERYL

LOWER BASE

FRAS

ER

NINT

H

WINS

TON

CHUR

CHILL

GREAT LAKES

ROYAL WINDSOR

FIRST

NO 1

TRAF

ALGA

R

NO 2

NO

4

THE CANADIAN

145A 146A 147A 148A 149A 150A 151A 152A 153A

157A158A 159A

160A161A 162A 163A 164A 165A 166A

173A 174A 175A 176A 177A 178A 179A180A

181A 182A

189A 190A 191A192A

193A194A

195A 196A 197A 198A

205A 206A 207A 208A 209A 210A 211A 212A

133C 133D 134C 134D 135C 135D 136C 136D 137C 137D 138C 138D 139C 139D 140C 140D 141C 141D

145B

145C 145D

146B

146C 146D

147B

147C147D

148B

148C 148D

149B

149C 149D

150B

150C150D

151B

151C 151D

152B

152C 152D

153B

153C 153D

157B

157C 157D

158B

158C 158D

159B

159C 159D

160B

160C 160D

161B

161C161D

162B

162D162C

163B

163C 163D

164B

164C 164D

165B

165C

165D

166B

166C 166D

173B

173C 173D

174B

174C174D

175B

175C 175D

176B

176C 176D

177B

177C 177D

178B

178C178D 179C 179D

180B

180C180D

181B

181C 181D

182B

182C 182D

189B

189C

189D

190B

190C 190D

191B

191C 191D

192B

192C 192D

193B

193C 193D

194B

194C 194D

195B

195C

196B

196C196D

197B

197C 197D

198B

198C 198D

205B

205C 205D

206B

206C 206D

207B

207C 207D

208B

208C 208D

209B

209C 209D

210B

210C 210D

211B

211C 211D

212B

212C 212D

179B

0 50 100 150 20025MetersI

Print Date:Grid Number: 195D

Oct 22, 2018

Maintenance Hole Types

ChamberJ

Maintenance HoleK

Major System Facilities

Pumping Station"B

Wastewater Treatment PlantG

Wastewater Storage TankE

Municipal Boundary

Sewer TypesTreated Discharge SewerUntreated Discharge SewerForceMainProposed ForceMainWWWWWWWWWWWWWWWW

!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( Proposed Gravity Sewer

å å å Gravity Sewer (Out of Service)Gravity Sewer (In Service)

lgarner

Callout

SMN12233

lgarner

PolyLine

lgarner

PolyLine

lgarner

Callout

SMN12252

lgarner

Callout

SMN12201

lgarner

Callout

SMN12206

lgarner

Callout

SMN12200

Appendix C

Stormwater Management Calculations

Appendix C

EAST - Pre-Development Flow

Area ID Area (ha) %imp Area x %imp

Asphalt & Roofs 0.279 100% 0.279

Landscape 0.064 7% 0.005

Total: 0.343 0.283

Composite Impervious 83%

WEST - Pre-Development Flow


Asphalt & Roofs 1.008 100% 1.008

Landscape 0.071 7% 0.005

Total: 1.079 1.013


Composite Impervious Calculations

EAST - Post-Development Flow


Asphalt 0.151 100% 0.151

Landscape 0.029 7% 0.002

Total: 0.180 0.153


WEST - Post-Development Flow

West Area 1 Area (ha) %imp Area x %imp

Asphalt & Roofs 0.525 100% 0.525

Landscape 0.075 7% 0.005

Total: 0.600 0.530



Asphalt 0.107 100% 0.107

Landscape 0.013 7% 0.001

Total: 0.120 0.108



Asphalt & Roofs 0.497 100% 0.497

Landscape 0.023 7% 0.002

Total: 0.520 0.498


WEST COMPOSITE Area (ha) %imp Area x %imp

West 1 0.600 88% 0.530

West 2 0.120 90% 0.108

West 3 0.520 96% 0.498

Total: 1.240 1.136


OGS DRAINAGE


Asphalt 0.205 100% 0.205

Landscape 0.075 7% 0.005

Total: 0.280 0.210


Composite Impervious Calculations

Project Name: Olde Oakville

Project Number: 300044180

Designed By: L.Garner

Stage Storage Calculations - Vault - STEP 1: MODELLED FOR DRAINAGE DIVERSION

Stage Storage Characteristics Orifice Control

Invert = 95.53 C = 0.62

Diameter = 0.304 m Orifice Area = 0.073

Orifice Centroid = 95.68 m

Elevation

(m)

Vault Storage

(m3)

Total Storage

(m3)

Orifice

Head (m)

Total Discharge

(m3/s)

95.53 0 0 -0.15 0.0000

96.53 51 51 0.85 0.1836

97.53 102 102 1.85 0.2710

98.17 135 135 2.49 0.3144

Stage-Storage-Discharge

304 m

m o

rifi

ce

co

ntr

ols

belo

w

ele

v 9

8.1

7 m

Note: This model was run to determine the storage requirements to meet the target flows based on the

drainage divide changing. The quantity control requirement was then added to the 94 m³ required as

shown in the VO2 model to determine the actual orifice design.

Orifice Equation

� � �� ∆




Stage Storage Calculations - Vault - STEP 2: DRAINAGE DIVERSION AND QUANTITY CONTROL

Stage Storage Characteristics Orifice Control

Invert = 95.53 C = 0.62

Diameter = 0.229 m Orifice Area = 0.041

Orifice Centroid = 95.64 m

Elevation

(m)

Vault Storage

(m3)

Total Storage

(m3)

Orifice

Head (m)

Total Discharge

(m3/s)

95.53 0 0 -0.11 0.0000

96.53 51 51 0.89 0.1064

97.53 102 102 1.89 0.1553

98.17 135 135 2.53 0.1798

Stage-Storage-Discharge

229 m

m o

rifi

ce

co

ntr

ols

belo

w

ele

v 9

8.1

7 m

Orifice Equation

� � �� ∆




Vault Design Calculations

Vault Area = 51.2 m2

Initial Abstraction Calculations

100-yr Vol Provided= 158.7 m3

Cover Type Area (m2) IA (mm) Volume (m

3)

Vol Required= 136.0 m3

Green Roof 5.0 0.00

Outlet Invert = 95.53 m Flat Roof 3200.0 1.0 3.20

Tank Height = 3.10 m Landscape 750.0 5.0 3.75

HWL = 98.19 m Asphalt 2050.0 1.0 2.05

Hardscape to Landscape* 272.0 5.0 1.36

Total 6000.0 10.36

5mm Storage Calculations

Volume Required = 19.64 m3

Volume Provided = 19.64 m3

Minimum Sump Height = 0.38 m IA Retention Vol Required (m³) = 30 m3

Bottom of Sump Elevation = 95.15 m Less Initial Abstraction (m³) 19.64 m3

Actual Sump Height = 0.38 m

* Area of hardscape draining to landscape will achieve 5mm removal through

infiltration/evapotranspiration in the landscape areas.

===========================================================================================================

V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL

OOO TTTTT TTTTT H H Y Y M M OOO TM O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOODeveloped and Distributed by Civica InfrastructureCopyright 2007 - 2013 Civica InfrastructureAll rights reserved.

***** D E T A I L E D O U T P U T *****

Input filename: C:\Program Files (x86)\VH Suite 3.0\VO2\voin.dat Output filename: C:\Users\lgarner\AppData\Local\Temp\ae8ea18e-51f8-4ba1-a867-6f81f3228e03\Scenario.out Summary filename: C:\Users\lgarner\AppData\Local\Temp\ae8ea18e-51f8-4ba1-a867-6f81f3228e03\Scenario.sum

DATE: 06/27/2019 TIME: 02:42:47

USER:

COMMENTS: ____________________________________________________________

----------------------------------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 1 ** ****************************

--------------------| CHICAGO STORM | IDF curve parameters: A=2150.000| Ptotal= 98.13 mm | B= 5.700-------------------- C= 0.861 used in: INTENSITY = A / (t + B)^C

Duration of storm = 24.00 hrs Storm time step = 10.00 min Time to peak ratio = 0.33

TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 0.59 | 6.17 2.24 | 12.17 1.95 | 18.17 0.87 0.33 0.61 | 6.33 2.45 | 12.33 1.88 | 18.33 0.86 0.50 0.62 | 6.50 2.72 | 12.50 1.81 | 18.50 0.84 0.67 0.63 | 6.67 3.05 | 12.67 1.75 | 18.67 0.83 0.83 0.64 | 6.83 3.49 | 12.83 1.70 | 18.83 0.82 1.00 0.66 | 7.00 4.08 | 13.00 1.65 | 19.00 0.81 1.17 0.67 | 7.17 4.93 | 13.17 1.60 | 19.17 0.80 1.33 0.69 | 7.33 6.26 | 13.33 1.55 | 19.33 0.79 1.50 0.70 | 7.50 8.66 | 13.50 1.51 | 19.50 0.78 1.67 0.72 | 7.67 14.21 | 13.67 1.47 | 19.67 0.77 1.83 0.74 | 7.83 39.75 | 13.83 1.43 | 19.83 0.76 2.00 0.75 | 8.00 200.80 | 14.00 1.39 | 20.00 0.75 2.17 0.77 | 8.17 54.01 | 14.17 1.36 | 20.17 0.74 2.33 0.79 | 8.33 25.55 | 14.33 1.33 | 20.33 0.73 2.50 0.81 | 8.50 16.41 | 14.50 1.30 | 20.50 0.72 2.67 0.84 | 8.67 12.04 | 14.67 1.27 | 20.67 0.71 2.83 0.86 | 8.83 9.50 | 14.83 1.24 | 20.83 0.71 3.00 0.89 | 9.00 7.85 | 15.00 1.21 | 21.00 0.70 3.17 0.91 | 9.17 6.70 | 15.17 1.19 | 21.17 0.69 3.33 0.94 | 9.33 5.85 | 15.33 1.16 | 21.33 0.68 3.50 0.98 | 9.50 5.19 | 15.50 1.14 | 21.50 0.68 3.67 1.01 | 9.67 4.68 | 15.67 1.12 | 21.67 0.67 3.83 1.05 | 9.83 4.26 | 15.83 1.10 | 21.83 0.66 4.00 1.08 | 10.00 3.91 | 16.00 1.08 | 22.00 0.65 4.17 1.13 | 10.17 3.62 | 16.17 1.06 | 22.17 0.65 4.33 1.17 | 10.33 3.37 | 16.33 1.04 | 22.33 0.64 4.50 1.23 | 10.50 3.15 | 16.50 1.02 | 22.50 0.63 4.67 1.28 | 10.67 2.96 | 16.67 1.00 | 22.67 0.63 4.83 1.34 | 10.83 2.80 | 16.83 0.98 | 22.83 0.62 5.00 1.41 | 11.00 2.65 | 17.00 0.97 | 23.00 0.62 5.17 1.49 | 11.17 2.52 | 17.17 0.95 | 23.17 0.61 5.33 1.57 | 11.33 2.40 | 17.33 0.94 | 23.33 0.60 5.50 1.67 | 11.50 2.29 | 17.50 0.92 | 23.50 0.60

5.67 1.78 | 11.67 2.19 | 17.67 0.91 | 23.67 0.59 5.83 1.91 | 11.83 2.10 | 17.83 0.89 | 23.83 0.59 6.00 2.06 | 12.00 2.02 | 18.00 0.88 | 24.00 0.58

---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0001) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 93.00 Dir. Conn.(%)= 93.00-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.36 0.18 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250

NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP.

---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 0.59 | 6.083 2.24 |12.083 1.95 | 18.08 0.87 0.167 0.59 | 6.167 2.24 |12.167 1.95 | 18.17 0.87 0.250 0.61 | 6.250 2.45 |12.250 1.88 | 18.25 0.86 0.333 0.61 | 6.333 2.45 |12.333 1.88 | 18.33 0.86 0.417 0.62 | 6.417 2.72 |12.417 1.81 | 18.42 0.84 0.500 0.62 | 6.500 2.72 |12.500 1.81 | 18.50 0.84 0.583 0.63 | 6.583 3.05 |12.583 1.75 | 18.58 0.83 0.667 0.63 | 6.667 3.05 |12.667 1.75 | 18.67 0.83 0.750 0.64 | 6.750 3.49 |12.750 1.70 | 18.75 0.82 0.833 0.64 | 6.833 3.49 |12.833 1.70 | 18.83 0.82 0.917 0.66 | 6.917 4.08 |12.917 1.65 | 18.92 0.81 1.000 0.66 | 7.000 4.08 |13.000 1.65 | 19.00 0.81 1.083 0.67 | 7.083 4.93 |13.083 1.60 | 19.08 0.80 1.167 0.67 | 7.167 4.93 |13.167 1.60 | 19.17 0.80 1.250 0.69 | 7.250 6.26 |13.250 1.55 | 19.25 0.79 1.333 0.69 | 7.333 6.26 |13.333 1.55 | 19.33 0.79 1.417 0.70 | 7.417 8.66 |13.417 1.51 | 19.42 0.78 1.500 0.70 | 7.500 8.66 |13.500 1.51 | 19.50 0.78 1.583 0.72 | 7.583 14.21 |13.583 1.47 | 19.58 0.77 1.667 0.72 | 7.667 14.21 |13.667 1.47 | 19.67 0.77 1.750 0.74 | 7.750 39.75 |13.750 1.43 | 19.75 0.76 1.833 0.74 | 7.833 39.76 |13.833 1.43 | 19.83 0.76 1.917 0.75 | 7.917 200.80 |13.917 1.39 | 19.92 0.75 2.000 0.75 | 8.000 200.79 |14.000 1.39 | 20.00 0.75 2.083 0.77 | 8.083 54.01 |14.083 1.36 | 20.08 0.74 2.167 0.77 | 8.167 54.01 |14.167 1.36 | 20.17 0.74 2.250 0.79 | 8.250 25.55 |14.250 1.33 | 20.25 0.73 2.333 0.79 | 8.333 25.55 |14.333 1.33 | 20.33 0.73 2.417 0.81 | 8.417 16.41 |14.417 1.30 | 20.42 0.72 2.500 0.81 | 8.500 16.41 |14.500 1.30 | 20.50 0.72 2.583 0.84 | 8.583 12.04 |14.583 1.27 | 20.58 0.71 2.667 0.84 | 8.667 12.04 |14.667 1.27 | 20.67 0.71 2.750 0.86 | 8.750 9.50 |14.750 1.24 | 20.75 0.71 2.833 0.86 | 8.833 9.50 |14.833 1.24 | 20.83 0.71 2.917 0.89 | 8.917 7.85 |14.917 1.21 | 20.92 0.70 3.000 0.89 | 9.000 7.85 |15.000 1.21 | 21.00 0.70 3.083 0.91 | 9.083 6.70 |15.083 1.19 | 21.08 0.69 3.167 0.91 | 9.167 6.70 |15.167 1.19 | 21.17 0.69 3.250 0.94 | 9.250 5.85 |15.250 1.16 | 21.25 0.68 3.333 0.94 | 9.333 5.85 |15.333 1.16 | 21.33 0.68 3.417 0.98 | 9.417 5.19 |15.417 1.14 | 21.42 0.68 3.500 0.98 | 9.500 5.19 |15.500 1.14 | 21.50 0.68 3.583 1.01 | 9.583 4.68 |15.583 1.12 | 21.58 0.67 3.667 1.01 | 9.667 4.68 |15.667 1.12 | 21.67 0.67 3.750 1.05 | 9.750 4.26 |15.750 1.10 | 21.75 0.66 3.833 1.05 | 9.833 4.26 |15.833 1.10 | 21.83 0.66 3.917 1.08 | 9.917 3.91 |15.917 1.08 | 21.92 0.65 4.000 1.08 |10.000 3.91 |16.000 1.08 | 22.00 0.65 4.083 1.13 |10.083 3.62 |16.083 1.06 | 22.08 0.65 4.167 1.13 |10.167 3.62 |16.167 1.06 | 22.17 0.65 4.250 1.17 |10.250 3.37 |16.250 1.04 | 22.25 0.64 4.333 1.17 |10.333 3.37 |16.333 1.04 | 22.33 0.64 4.417 1.23 |10.417 3.15 |16.417 1.02 | 22.42 0.63 4.500 1.23 |10.500 3.15 |16.500 1.02 | 22.50 0.63 4.583 1.28 |10.583 2.96 |16.583 1.00 | 22.58 0.63 4.667 1.28 |10.667 2.96 |16.667 1.00 | 22.67 0.63 4.750 1.34 |10.750 2.80 |16.750 0.98 | 22.75 0.62 4.833 1.34 |10.833 2.80 |16.833 0.98 | 22.83 0.62 4.917 1.41 |10.917 2.65 |16.917 0.97 | 22.92 0.62 5.000 1.41 |11.000 2.65 |17.000 0.97 | 23.00 0.62

5.083 1.49 |11.083 2.52 |17.083 0.95 | 23.08 0.61 5.167 1.49 |11.167 2.52 |17.167 0.95 | 23.17 0.61 5.250 1.57 |11.250 2.40 |17.250 0.94 | 23.25 0.60 5.333 1.57 |11.333 2.40 |17.333 0.94 | 23.33 0.60 5.417 1.67 |11.417 2.29 |17.417 0.92 | 23.42 0.60 5.500 1.67 |11.500 2.29 |17.500 0.92 | 23.50 0.60 5.583 1.78 |11.583 2.19 |17.583 0.91 | 23.58 0.59 5.667 1.78 |11.667 2.19 |17.667 0.91 | 23.67 0.59 5.750 1.91 |11.750 2.10 |17.750 0.89 | 23.75 0.59 5.833 1.91 |11.833 2.10 |17.833 0.89 | 23.83 0.59 5.917 2.06 |11.917 2.02 |17.917 0.88 | 23.92 0.58 6.000 2.06 |12.000 2.02 |18.000 0.88 | 24.00 0.58

Max.Eff.Inten.(mm/hr)= 200.80 NaN over (min) 5.00 5.00 Storage Coeff. (min)= 2.26 (ii) 4.16 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.30 0.24 *TOTALS* PEAK FLOW (cms)= 1.30 0.06 1.365 (iii) TIME TO PEAK (hrs)= 8.00 8.00 8.00 RUNOFF VOLUME (mm)= 97.13 61.28 94.62 TOTAL RAINFALL (mm)= 98.13 98.13 98.13 RUNOFF COEFFICIENT = 0.99 0.62 0.96

***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!

(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.


Max.Eff.Inten.(mm/hr)= 200.80 125.31 over (min) 5.00 5.00 Storage Coeff. (min)= 1.47 (ii) 3.37 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.33 0.26 *TOTALS* PEAK FLOW (cms)= 0.31 0.01 0.326 (iii) TIME TO PEAK (hrs)= 8.00 8.00 8.00 RUNOFF VOLUME (mm)= 97.13 61.28 94.62 TOTAL RAINFALL (mm)= 98.13 98.13 98.13 RUNOFF COEFFICIENT = 0.99 0.62 0.96



---------------------------------------------------------------------------------------------------| RESERVOIR (0003) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE-------------------- (cms) (ha.m.) | (cms) (ha.m.) 0.0000 0.0000 | 0.2710 0.0102 0.1836 0.0051 | 0.3144 0.0135

AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0002) 0.600 0.326 8.00 94.62 OUTFLOW: ID= 1 (0003) 0.600 0.233 8.00 94.62

PEAK FLOW REDUCTION [Qout/Qin](%)= 71.46 TIME SHIFT OF PEAK FLOW (min)= 0.00 MAXIMUM STORAGE USED (ha.m.)= 0.0094

lgarner

Text Box

Storage required to control flows to pre-development levels to accommodate the adjustment in the drainage divide.

lgarner

Line





-------------------------------------------------------------------------------

--------------------| ADD HYD (0005) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0003): 0.60 0.233 8.00 94.62 + ID2= 2 (0004): 2.10 1.131 8.00 94.62 ================================================== ID = 3 (0005): 2.70 1.364 8.00 94.62

NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.


Max.Eff.Inten.(mm/hr)= 200.80 NaN over (min) 5.00 5.00 Storage Coeff. (min)= 2.31 (ii) 4.20 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.30 0.24 *TOTALS* PEAK FLOW (cms)= 1.39 0.06 1.450 (iii) TIME TO PEAK (hrs)= 8.00 8.00 8.00 RUNOFF VOLUME (mm)= 97.13 61.28 94.62 TOTAL RAINFALL (mm)= 98.13 98.13 98.13 RUNOFF COEFFICIENT = 0.99 0.62 0.96



---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0007) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 93.00 Dir. Conn.(%)= 93.00

lgarner

Callout

Flows are less than existing conditions model

-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.56 0.04 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250




---------------------------------------------------------------------------------------------------| RESERVOIR (0008) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE-------------------- (cms) (ha.m.) | (cms) (ha.m.) 0.0000 0.0000 | 0.1553 0.0102 0.1064 0.0051 | 0.1798 0.0135

AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0007) 0.600 0.326 8.00 94.62 OUTFLOW: ID= 1 (0008) 0.600 0.171 8.08 94.61

PEAK FLOW REDUCTION [Qout/Qin](%)= 52.61 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= 0.0135





-------------------------------------------------------------------------------

--------------------| ADD HYD (0010) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.

lgarner

Text Box

Storage required to control flows to pre-development levels to accommodate the adjustment in the drainage divide and to incorporate the quantity control requirements.

lgarner

Line

lgarner

Line

-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0008): 0.60 0.171 8.08 94.61 + ID2= 2 (0009): 2.10 1.131 8.00 94.62 ================================================== ID = 3 (0010): 2.70 1.293 8.00 94.62

NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.

-------------------------------------------------------------------------------

FINISH===========================================================================================================

Project Information & Location

Project Name Olde Oakville Project Number 18708

City Oakville State/ Province Ontario

Country Canada Date 6/4/2019

Designer Information EOR Information (optional)

Name Laura Garner Name

Company R.J. Burnside & Associates Limited Company

Phone # 289-545-1048 Phone #

Email [email protected] Email

The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table.

Site Name Olde Oakville

Recommended Stormceptor Model STC 750

Target TSS Removal (%) 80.0

TSS Removal (%) Provided 85

PSD City of Toronto PSD

Rainfall Station TORONTO CENTRAL

The recommended Stormceptor model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution.

Detailed Stormceptor Sizing Report – Olde Oakville

Stormceptor Sizing Summary

Stormceptor Model % TSS Removal Provided

% Runoff Volume Captured Provided

STC 300 77 94

STC 750 85 98

STC 1000 86 98

STC 1500 87 98

STC 2000 89 99

STC 3000 91 99

STC 4000 93 100

STC 5000 93 100

STC 6000 94 100

STC 9000 96 100

STC 10000 96 100

STC 14000 97 100

StormceptorMAX Custom Custom

Stormwater Treatment Recommendation

Detailed Sizing Report – Page 1 of 6Stormceptor

Notes• Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules.• Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed.• For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance.

Hydrology AnalysisPCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of Stormceptor are based on the average annual removal of TSS for the selected site parameters. The Stormceptor is engineered to capture sediment particles by treating the required average annual runoff volume, ensuring positive removal efficiency is maintained during each rainfall event, and preventing negative removal efficiency (scour).Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section.

Rainfall Station

State/Province Ontario Total Number of Rainfall Events 2719

Rainfall Station Name TORONTO CENTRAL Total Rainfall (mm) 13185.4

Station ID # 0100 Average Annual Rainfall (mm) 732.5

Coordinates 43°37'N, 79°23'W Total Evaporation (mm) 960.8

Elevation (ft) 328 Total Infiltration (mm) 3281.5

Years of Rainfall Data 18 Total Rainfall that is Runoff (mm) 8943.1

StormceptorThe Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor’s patented design generates positive TSS removal for each rainfall event, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load.

Design Methodology Stormceptor is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology using local historical rainfall data and specified site parameters. With US EPA SWMM’s precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. The Stormceptor’s unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing: • Site parameters • Continuous historical rainfall data, including duration, distribution, peaks & inter-event dry periods • Particle size distribution, and associated settling velocities (Stokes Law, corrected for drag) • TSS load • Detention time of the system


Drainage Area

Total Area (ha) 0.28

Imperviousness % 75.0

Water Quality Objective

TSS Removal (%) 80.0

Runoff Volume Capture (%) 90.00

Oil Spill Capture Volume (L)

Peak Conveyed Flow Rate (L/s)

Water Quality Flow Rate (L/s)

Design Details

Stormceptor Inlet Invert Elev (m)

Stormceptor Outlet Invert Elev (m)

Stormceptor Rim Elev (m)

Normal Water Level Elevation (m)

Pipe Diameter (mm)

Pipe Material

Multiple Inlets (Y/N) No

Grate Inlet (Y/N) No

Particle Size Distribution (PSD)Removing the smallest fraction of particulates from runoff ensures the majority of pollutants, such as

metals, hydrocarbons and nutrients are captured. The table below identifies the Particle Size Distribution (PSD) that was selected to define TSS removal for the Stormceptor design.

City of Toronto PSD

Particle Diameter(microns)

Distribution % Specific Gravity

10.0 20.0 2.65

30.0 10.0 2.65

50.0 10.0 2.65

95.0 20.0 2.65

265.0 20.0 2.65

1000.0 20.0 2.65

Up Stream Storage

Storage (ha-m) Discharge (cms)

0.000 0.000

Up Stream Flow DiversionMax. Flow to Stormceptor (cms)


Site Name Olde Oakville

Site Details

Drainage AreaTotal Area (ha) 0.28

Imperviousness % 75.0

Infiltration ParametersHorton’s equation is used to estimate infiltration

Max. Infiltration Rate (mm/hr) 61.98

Min. Infiltration Rate (mm/hr) 10.16

Decay Rate (1/sec) 0.00055

Regeneration Rate (1/sec) 0.01

Surface CharacteristicsWidth (m) 106.00

Slope % 2

Impervious Depression Storage (mm) 0.508

Pervious Depression Storage (mm) 5.08

Impervious Manning’s n 0.015

Pervious Manning’s n 0.25

EvaporationDaily Evaporation Rate (mm/day) 2.54

Dry Weather FlowDry Weather Flow (lps) 0

Maintenance FrequencyMaintenance Frequency (months) > 12

Winter MonthsWinter Infiltration 0

TSS Loading Parameters

TSS Loading Function

Buildup/Wash-off Parameters

Target Event Mean Conc. (EMC) mg/L

Exponential Buildup Power

Exponential Washoff Exponent

TSS Availability ParametersAvailability Constant A

Availability Factor B

Availability Exponent C

Min. Particle Size Affected by Availability (micron)


Cumulative Runoff Volume by Runoff Rate

Runoff Rate (L/s) Runoff Volume (m³) Volume Over (m³) Cumulative Runoff Volume (%)

1 13481 11809 53.3

4 21503 3786 85.0

9 23700 1589 93.7

16 24582 706 97.2

25 24971 318 98.7

36 25137 152 99.4

49 25181 108 99.6

64 25207 82 99.7

81 25226 62 99.8

100 25243 45 99.8

121 25262 26 99.9

144 25280 8 100.0

169 25289 0 100.0


Rainfall Event AnalysisRainfall Depth

(mm)No. of Events Percentage of Total

Events (%)Total Volume (mm) Percentage of Annual

Volume (%)6.35 2091 76.9 3344 25.4

12.70 345 12.7 3201 24.3

19.05 131 4.8 2062 15.6

25.40 63 2.3 1358 10.3

31.75 42 1.5 1185 9.0

38.10 20 0.7 678 5.1

44.45 9 0.3 377 2.9

50.80 11 0.4 521 4.0

57.15 3 0.1 159 1.2

63.50 1 0.0 61 0.5

69.85 0 0.0 0 0.0

76.20 1 0.0 73 0.6

82.55 1 0.0 80 0.6

88.90 1 0.0 85 0.6

95.25 0 0.0 0 0.0

101.60 0 0.0 0 0.0

For Stormceptor Specifications and Drawings Please Visit: http://www.imbriumsystems.com/technical-specifications


olde oakville development planning/da-161214... · 2020-07-27 · first capital asset management lp...

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