FUNCTIONAL SERVICING &

PRELIMINARY STORMWATER

MANAGEMENT REPORT

LULLABOO MILTON CAMPUS

9980 DERRY ROAD

TOWN OF MILTON

HALTON REGION

PREPARED FOR:

LULLABOO NURSERY AND

CHILDCARE CENTRE INC.

PREPARED BY:

C.F. CROZIER & ASSOCIATES INC.

211 YONGE STREET, SUITE 301

TORONTO, ON M5B 1M4

SEPTEMBER 2019

CFCA FILE NO. 1588-5193

The material in this report reflects best judgment in light of the

information available at the time of preparation. Any use which

a third party makes of this report, or any reliance on or decisions

made based on it, are the responsibilities of such third parties.

C.F. Crozier & Associates Inc. accepts no responsibility for

damages, if any, suffered by any third party as a result of

decisions made or actions based on this report.

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc.

Project No. 1588-5193

Revision Number Date Comments

Rev.0 September 13, 2019 Issued for First Submission (ZBA)

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc.

Project No. 1588-5193

TABLE OF CONTENTS

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

2.0 SITE DESCRIPTION.................................................................................................................................. 1

3.0 WATER SERVICING ................................................................................................................................ 1

3.1 Existing Water Servicing ................................................................................................................ 1

3.2 Design Water Demand.................................................................................................................. 1

3.3 Proposed Water Servicing ............................................................................................................ 2

4.0 SANITARY SERVICING ........................................................................................................................... 2

4.1 Existing Sanitary Servicing ............................................................................................................ 2

4.2 Design Sanitary Flow ..................................................................................................................... 2

4.3 Proposed Sanitary Servicing ........................................................................................................ 3

5.0 DRAINAGE CONDITIONS...................................................................................................................... 3

5.1 Existing Drainage ........................................................................................................................... 3

5.2 Proposed Drainage ....................................................................................................................... 3

6.0 STORMWATER MANAGEMENT.............................................................................................................. 4

6.1 Stormwater Quantity Control ....................................................................................................... 5

6.2 Stormwater Quality Control .......................................................................................................... 6

6.3 Water Balance ............................................................................................................................... 5

7.0 EROSION AND SEDIMENT CONTROLS DURING CONSTRUCTION ...................................................... 7

8.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................................................... 7

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc.

Project No. 1588-5193

LIST OF TABLES

Table 1: Estimated Design Water Demand

Table 2: Estimated Fire Demand Flows

Table 3: Estimated Sanitary Design Flows

Table 4: Pre-Development Land Areas, Runoff Coefficients, and Peak Flow Rates

Table 5: Post-Development Land Areas, Runoff Coefficients, and Peak Flow Rates

Table 6: Summary of Site Water Balance

Table 7: Water Balance Controls

Table 8: Summary of Rooftop Control Calculations

Table 9: Summary of Peak Flow Rates and Storage Volumes

LIST OF APPENDICES

Appendix A: Water Demand Calculations

Appendix B: Sanitary Demand Calculations

Appendix C: External Stormwater Conveyance Analysis – Fourth Line

Appendix D: Stormwater Management Calculations

LIST OF FIGURES

Drawing C 101: Removals Plan Erosion & Sediment Control Plan

Drawing C 102: Preliminary Site Servicing Plan

Drawing C 103: Preliminary Site Grading Plan

Figure 1: Pre-Development Catchment Area Plan

Figure 2: Post-Development Catchment Area Plan

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9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc. Page 1 of 8

Project No. 1588-5193

1.0 Introduction

C.F. Crozier & Associates Inc. (Crozier) was retained by Lullaboo Nursery and Childcare Centre Inc.

(Lullaboo) to prepare a Functional Servicing & Stormwater Management Report in support of a

Zoning By-Law Amendment (ZBA) for 9980 Derry Road, located in the Town of Milton.

The purpose of this report is to demonstrate that the proposed site can be developed in

accordance with the Town of Milton and Halton Region guidelines from a functional servicing &

stormwater management perspective.

2.0 Site Description

The subject property covers an area of approximately 0.33 ha and is located in a residential area in

the Town of Milton. The site currently consists of a single-family residential building with associated

parking and landscaped areas. The property is bound by Derry Road to the north, Fourth Line to the

east, and land consisting of a watercourse to the south and west. The proposed development will

consist of a 2-storey childcare centre with associated parking and playground areas.

3.0 Water Servicing

3.1 Existing Water Servicing

A review of the Summerwood Estates ‘Fourth Line Sta. 0+500 to Sta. 0+700’ drawing revised March

2013 indicates that there is an existing 750 mm diameter CPP watermain and an existing 250 mm

diameter PVC watermain located on Fourth Line. There is a hydrant located at the north corner the

property within the west boulevard of Fourth Line, and another hydrant located approximately 20 m

east of the site within the east boulevard of Fourth Line. An overview of the existing water services

available along the frontage of the subject property is shown in Drawing C 102.

3.2 Design Water Demand

The water demand for the proposed development was calculated with reference to the Halton

Region Water and Wastewater Design Manual (2019). An average daily water demand of

275 L/capita/day was used with a population estimate provided by Lullaboo, based on the

maximum occupancy capacity for the daycare. The proposed daycare center will have a

maximum capacity of 384 children and 52 staff; however, only half of the children will be of an age

where they can use a toilet. Table 1 summarizes the water demands, while detailed water demand

calculations can be found in Appendix A.

Table 1: Estimated Design Water Demand

Standard Average Day Demand

(L/s)

Maximum Day Demand

(L/s)

Peak Hour Demand

(L/s)

Halton Region 0.74 1.68 1.68

Using the Halton Region Water and Wastewater Design Manual domestic water demand criteria,

the average day demand would be 0.74 L/s, while the maximum day and peak hour demands for

the development are both 1.68 L/s.

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C.F. Crozier & Associates Inc. Page 2 of 8

Project No. 1588-5193

3.3 Fire Flow Demand

The Fire Underwriters Survey method was used to estimate the fire flow requirements for the

proposed development. This calculation estimates the preliminary watermain size required to service

the development and is based on a gross floor area (GFA) of 1,264 sq. m per the ‘Conceptual Site

Plan’ by AMB Architecture dated August 27, 2019. The proposed childcare centre is assumed to be

of non-combustible construction and have no sprinkler system. Table 2 summarizes the required fire

flow and duration to meet fire protection for the proposed development.

Table 2: Estimated Fire Demand Flows

Method Demand Flow

(L/s)

Duration

(h)

Fire Underwriters Survey (1999) 83.3 1.75

The development is proposed to be serviced by the existing hydrant located at the north corner of

the property. The existing hydrant is required to accommodate a fire flow of 83.3 L/s for a duration of

1.75 hours. Appendix A contains the Fire Underwriters Survey calculations. The building architect and

the mechanical engineer will confirm the estimated fire flow demand.

Please note that the Fire Underwriters Survey value is a conservative estimate for comparison

purposes only. The mechanical engineer for this development will complete the required analyses

for fire protection and the architect will design fire separation methods per the determined fire flow

rate, in order to meet municipally available flows and pressures.

3.4 Proposed Water Servicing

The development is proposed to be serviced by a 50 mm diameter water service which will connect

to the existing 250 mm diameter watermain on Fourth Line. The proposed water service connection

will be equipped with a property line valve & box per Town of Milton standards. A water meter and

backflow preventer will be installed inside the building. The proposed water meter, backflow

preventer, and internal building water servicing will be installed per the mechanical details and

specifications. The development is proposed to be serviced by the existing hydrant at the north

corner of the property. The proposed water servicing is shown on Drawing C102.

4.0 Sanitary Servicing

4.1 Existing Sanitary Servicing

A review of the Summerwood Estates ‘Fourth Line Sta. 0+500 to Sta. 0+700’ drawing revised March

2013 indicates that an existing 200 mm diameter sanitary sewer is located on Fourth Line, which

connects to the existing 200 mm diameter sanitary sewer on Beaty Trail.

4.2 Design Sanitary Flow

The Halton Region Water and Wastewater Design Manual (2019) was referenced to calculate

sanitary design flows for the proposed development. A unit sewage flow of 275 L/capita/day was

used with a population estimate provided by Lullaboo. Infiltration flow and a peaking factor were

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc. Page 3 of 8

Project No. 1588-5193

applied to the unit sewage flow to obtain the total estimated design sewage flow. A summary of

the results is presented in Table 3, while detailed calculations are provided in Appendix B.

Table 3: Estimated Sanitary Design Flows

Standard Average Flow

(L/s)

Peaking

Factor

Peak Flow

(L/s)

Infiltration

Flow

(L/s)

Total Flow

(L/s)

Halton Region 0.74 3.30 2.46 0.09 2.55

The proposed sanitary service was sized to convey a peak sanitary flow of 2.55 L/s for the

development, as determined by the Halton Region Water and Wastewater Design Manual.

4.3 Proposed Sanitary Servicing

The development is proposed to be serviced by a 200 mm diameter service with a slope of 2.0%. The

proposed sanitary service will be designed per the Town of Milton standards.

The Preliminary Site Servicing Plan (Drawing C102) illustrates the location of the sanitary sewer and all

connections. The internal sanitary system of the building will be designed per the Mechanical

Engineer’s details and specifications.

5.0 Drainage Conditions

5.1 Existing Drainage

The subject property currently consists of one single-family residence and grassed area. Based on a

review of existing topographic survey (J.D. Barnes Limited, dated June 20, 2019), a portion of the site

including the driveway and front yard currently drains to the existing 450 mm diameter storm sewer

on Derry Road. The remainder of the site drains south towards an existing watercourse. Table 4

provides a breakdown of the pre-development site area and associated runoff coefficient for the

existing drainage condition shown on the pre-development drainage plan (Figure 1).

Table 4: Pre-Development Land Areas, Runoff Coefficients, and Peak Flow Rates

Catchment No. Pervious Area (ha)

(RC=0.25)

Impervious Area

(ha) (RC=0.9)

Total Area

(ha)

Weighted Runoff

Coefficient (RC)

101 0.20 0.02 0.22 0.31

201 0.08 0.03 0.11 0.42

5.2 Proposed Drainage

The proposed development consists of a 2-storey childcare centre with associated parking,

playground, and landscaped areas. Upon development, the minor storm event will be collected by

internal site catchbasins and ultimately discharges to the existing 300 mm diameter PVC storm sewer

on Fourth Line.

The Preliminary Site Servicing and Preliminary Site Grading Plans (Drawings C102 and C103) illustrate

the proposed drainage of the site, connection to municipal system, and location and design of

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C.F. Crozier & Associates Inc. Page 4 of 8

Project No. 1588-5193

stormwater infrastructure. Table 5 provides a breakdown of the post-developments and associated

runoff coefficients for the proposed drainage conditions shown on the post-development drainage

plan (Figure 2).

Table 5: Post-Development Land Areas, Runoff Coefficients, and Peak Flow Rates

Catchment No. Outlet

Location

Pervious

Area

(ha)

(RC=0.25)

Impervious

Area

(ha)

(RC=0.9)

Total

Area

(ha)

Weighted

Runoff

Coefficient

201 Fourth Line 0.04 0.29 0.33 0.83

202 + 203 Uncontrolled 0.01 0.00 0.01 0.29

5.3 External Stormwater Conveyance Analysis – Fourth Line

As requested by the Town of Milton, an external stormwater conveyance analysis was completed to

determine the conveyance of the major system within the Fourth Line right-of-way limits. Fourth Line

was assumed to have a 2% crossfall from the centreline to the edges of the road, and 15 cm high

curbs. This section of Fourth Line under analysis has an average longitudinal slope of 0.4%. The

capacity analysis will confirm that major system drainage from the Fourth Line roadway does not rise

above the curb elevation under a surcharging sewer scenario within Fourth Line due to possible new

major system overland flows from the subject property.

As shown on the as-builts and drainage catchment sketches provided in Appendix C, a catchment

area of approximately 0.77 ha drains to the portion of Fourth Line between the subject property and

ultimate creek outlet. The 0.77 ha catchment area was split into three catchments, Catchment 1,

Catchment 2, and Catchment 3, with each catchment draining to a different catchbasin, and a

different section of the sewer on Fourth Line.

Based on these catchment areas, the 5-year design storm event peak flows for Catchment 1, 2, and

3 were calculated to be 41 L/s, 37 L/s, and 25 L/s, respectively. The 100-year design storm event

peak flows for Catchments 1, 2, and 3 were calculated to be 68 L/s, 62 L/s, and 41 L/s, respectively.

The 100-year post-development uncontrolled peak flow for 9980 Derry Road is projected to be

132 L/s. The cumulative peak flow rate for the Fourth Line major system was determined by adding

the 100-year post-development peak-flow from 9980 Derry Road to the 100-year peak flow for each

catchment, subtracting the 5-year minor flow from each catchment. The total expected major

system overland peak flow was calculated to be 159 L/s for Catchment 1, 183 L/s for Catchment 2,

and 199 L/s for Catchment 3.

Each catchment areas and associated cumulative flow rate was modelled using FlowMaster

modelling software to determine the water level in the cross-section during a 100-year storm event.

The water level was not found to be above 8 cm for each relevant section of Fourth Line. As the

curb is assumed to be 15 cm high, a spill condition does not exist on Fourth Line In both the existing

condition and the proposed condition which accounts for major flows from 9980 Derry Road.

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C.F. Crozier & Associates Inc. Page 5 of 8

Project No. 1588-5193

6.0 Stormwater Management

The stormwater management criteria for the site were established with the Town of Milton. The

stormwater management criteria include:

• Water Balance: Retain all runoff from a small design rainfall event (typically 5 mm) on-site

through evaporation and rainwater reuse

• Quantity Control: Provide post to pre control for all design storm events(2, 5, 10, 25, 50 and

100-year storms)

• Quality Control: 80% Total Suspended Solids (TSS) removal on annual loading basis from 90%

of the stormwater runoff leaving the development per the MOECP Enhanced Water Quality

Control Criteria

The Modified Rational Method (MRM) was used to determine the peak flow rates and requisite

storage volumes using the Town of Milton IDF values. Calculations are provided in Appendix D.

6.1 Water Balance

Under the required water balance criteria, retention of the 5 mm rainfall event has been accounted

for in the form of dead storage within the proposed underground triton detention basin system. The

required retention volume for the 5 mm rainfall event across the site is 17.2 m3. After accounting for

initial abstraction, the water balance deficit is 11.6 m3. Refer to Table 6 for a summary of the site

water balance.

Table 6: Summary of Site Water Balance

Land Use Area (m²)

Required

Abstraction

(mm)

Initial

Abstraction

(mm)

Water

Balance

Target (mm)

Water

Balance

Volume (m³)

Proposed Building 646

5.0

1.0 4.0 2.6

Proposed

Driveway/Parking 2,260 1.0 4.0 9.0

Proposed

Landscaped 354 5.0 0.0 0.0

Uncontrolled 89 - - -

TOTAL SITE 3,349 - 11.6

Low Impact Development (LID) techniques will be utilized to meet the water balance target in the

form of an infiltration chamber. Refer to the manufacturer’s specification sheet provided in

Appendix D for details. The proposed detention basin’s total volume is 88.3 m3. The outlet pipe invert

elevation is proposed to be 199.24, which is 0.19 m above the base of the chamber. This provides a

dead storage water retention volume of 15.4 m3 and is therefore sufficient to meet the site water

balance requirement of 11.6 m3. See Table 7 for infiltration chamber specifications.

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc. Page 6 of 8

Project No. 1588-5193

Table 7: Water Balance Controls

Infiltration Chamber

Footprint Area (m2) 138

Gravel Sump Depth (m) 0.19

Length (m) 38.4

Width (m) 3.6

5 mm Design Storm Event Runoff Volume Storage (m3) 15.4 See Appendix C for Triton Sizing Design

6.2 Stormwater Quantity Control

As noted in Section 6.0, the Modified Rational Method was used to determine the pre-development

and post-development peak flow rates using Town of Milton rainfall intensity-duration-frequency

data, individual catchment areas, and calculated runoff coefficients. The peak flows were then

used to determine the allowable discharge rates for each storm event.

The runoff from surface level hardscape and softscape areas of the subject property will be

conveyed to a stormwater detention basin located beneath the parking lot. The detention basin will

provide 92.4 m3 of active storage. Included in the footprint of the detention basin is an infiltration

chamber with 15.4 m3 of dead storage. For storm events exceeding the 100-year design storm

event, the overland flow route will convey the stormwater from the site to the Fourth Line right-of-

way, as outlined in Section 5.3. Detailed stormwater management calculations are provided in

Appendix D.

Table 9: Summary of Peak Flow Rates and Storage Volumes

Storm Event

Pre-Dev.

Peak Flow

(Catch.

101)

(L/s)

Post-Dev.

Peak

Flow

(Catch.

201)

(L/s)

Post-Dev.

Peak Flow

(Catch. 202 &

203)

(Uncontrolled)

(L/s)

100-Yr Post-

Dev. Peak

Flow

(Catch. 201)

(Controlled)

(L/s)

Active

Storage

Volume

Required

(m3)

Active

Storage

Volume

Provided

(m3)

2 15 61 0.6 17 36.4

92.4

5 20 80 0.8 22 50.4

10 23 92 0.9 24 61.0

25 27 108 1.1 27 73.7

50 30 120 1.2 29 83.0

100 33 132 1.3 31 91.2

As shown in Table 9, the total 100-year post-development discharge rate for the site is 31 L/s, which is

less than the 100-year pre-development discharge rate of 33 L/s.

6.3 Stormwater Quality Control

In order to obtain the required removal of 80% Total Suspended Solids from the discharge from the

site, a Stormceptor model STC 750 oil and grit separator will be used. This oil and grit separator

provides 83% TSS removal, as shown in the Detailed Stormceptor Sizing Report in Appendix D.

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C.F. Crozier & Associates Inc. Page 7 of 8

Project No. 1588-5193

7.0 Erosion and Sediment Controls During Construction

Erosion and sediment controls will be installed prior to the beginning of any construction activities.

They will be maintained until the site is stabilized or as directed by the Site Engineer and/or the Town

of Milton. The Preliminary Erosion & Sediment Control Plan (Drawing C101) identifies the location of

the recommended controls. Controls will be inspected after each significant rainfall event and

maintained in proper working condition.

The following erosion and sediment controls will be included during construction on the site:

Heavy Duty Silt Fencing

Silt fencing will be installed on the perimeter of the site to intercept sheet flow. Additional silt fence

may be added based on field decisions by the Site Engineer and Owner, prior to, during and

following construction.

Rock Mud Mat

A rock mud mat will be installed at the entrance to the construction zone to prevent mud tracking

from the site onto surrounding lands and the perimeter roadway network. All construction traffic will

be restricted to this access only.

Sediment Control Devices

A siltsack will be installed in all existing nearby storm sewer catchbasins within the right-of-way. The

siltsack will provide sediment control to prevent silt and sediment from entering the stormwater

system.

8.0 Conclusions and Recommendations

Based on the information offered in this report, we offer the following conclusions:

• Water servicing is proposed via a 50 mm service tying into the existing 250 mm diameter

watermain on Fourth Line, which will provide an average daily flow of 0.74 L/s, and peak

hourly flow of 1.68 L/s

• A fire flow demand of 83.3 L/s for a duration of 1.75 hours will be provided by the existing on-

site hydrant

• The site will be serviced by a proposed 200 mm diameter sanitary service which connects to

the existing 200 mm diameter sanitary sewer on Fourth Line

• Stormwater management will control the runoff from the post-development site to below the

allowable release rate of 33 L/s through a gravity-fed minor system including a 92.4 m3

detention basin to the receiving storm sewer on Fourth Line

• Peak flow matching post-development to pre-development for each of the storms (2-year to

100-year) was achieved through a 150 mm diameter orifice and approximately 75.7 m3 of

active storage

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C.F. Crozier & Associates Inc. Page 8 of 8

Project No. 1588-5193

• Approximately 15.4 m3 of “dead storage” is provided within the underground detention

basin to account for the water balance requirement of 5 mm

• Water quality requirements of 80% TSS removal were achieved through the use of a

Stormceptor STC 750 oil and grit separator

• Per the major system analysis of Fourth Line, the model shows a maximum ponding elevation

of 8 cm along the curb line within the road. As such, there is no spill outside of the road

Based on the previously presented information and conclusions, we request consideration for the

approval of the Site Plan Application from the perspective of servicing and stormwater

management.

Respectfully submitted,

C.F. CROZIER & ASSOCIATES INC. C.F. CROZIER & ASSOCIATES INC.

James Harnum, B.Eng. Ashish Shukla, P.Eng.

Civil E.I.T. Associate

/kw

M:\TEMPLATES\Report Formatting Templates\FSR-SWM Report (Jan 2017 Edits).docx

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc.

Project No. 1588-5193

APPENDIX A

Water Demand Calculations

Project: 9980 Derry Road Created By: KW Date: 2019-04-01

Project No.: 1588-5193 JH Updated: 2019-09-13

0.33 ha

Population Density: 90 persons/ha

Population: 30

234

Water Demand:

64,350 L/day

0.74 L/s

2.25

2.25

Average Day = 0.74 L/s

Max Day = 1.68 L/s Max Day = Average Day Demand * Max Day

Peak Hour = 1.68 L/s Peak Hour = Average Day Demand * Peak Hour

Average

Daily

Water

Demand

(L/s)

Max Day

Demand

(L/s)

Peak

Hourly

Demand

(L/s)

0.74 1.68 1.68

Checked By:

Halton Region Water and Wastewater Design

Manual (2017)

Received through coordination with client

(Used for more conservative estimate than

Halton Region commercial population

density)

Population Provided

by Lullaboo:

Domestic Water Demand

Notes & References

Site Area:

Municipality

Halton Region

Halton Region Water and Wastewater Design

Manual (2017)

Design Parameters

Average Demand (L/capita/d)

275

Max Day =

Peak Hour =

Average Daily Demand =

Peaking Factors

Halton Region Water and Wastewater Design

Manual (2017)

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.07.05

WaterDemand

Date: 2019-09-13

Fire Protection Volume Calculation Design: KW

Check: JH

Water Supply for Public Fire Protection - 1999

Fire Underwriters Survey Part II - Guide for Determination of Required Fire Flow

1. An estimate of fire flow required for a given area may be determined by the formula:

F = 220 * C * sqrt A

where

F = the required fire flow in litres per minute

C = coefficient related to the type of construction:

= 1.5 for wood frame construction (structure essentially all combustible)

= 1.0 for ordinary construction (brick or other masonry walls, combustible floor and interior)

= 0.8 for non-combustible construction (unprotected metal structural components)

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

A = The total floor area in square metres (including all storeys, but excluding basements at least

50 percent below grade) in the building considered.

Proposed Buildings

Building Area = 1,264 sq.m

C = 0.8 Assume non-combustable construction

Therefore F = 6,258 L/min

Fire flow determined above shall not exceed:

30,000 L/min for wood frame construction

30,000 L/min for ordinary construction

25,000 L/min for non-combustible construction

25,000 L/min for fire-resistive construction

2. Values obtained in No. 1 may be reduced by as much as 25% for occupancies having low contents fire hazard or may

be increased by up to 25% surcharge for occupancies having a high fire hazard.

Non-Combustible -25% Free Burning 15%

Limited Combustible -15% Rapid Burning 25%

Combustible 0% (No Change)

-25% reduction

-1,564 L/min reduction

4,693 L/min

Note: Flow determined shall not be less than 2,000 L/min

3.

The credit for the system will be a maximum of 30% for an adequately designed system conforming to NFPA 13 and other

NFPA sprinkler standards.

As part of this analysis, building is assumed to have no sprinkler protection (0% reduction),

0 L/min reduction

9980 Derry Road

CFCA File: 1588-5193

Non-Combustible

Sprinklers - The value obtained in No. 2 above maybe reduced by up to 50% for complete automatic sprinkler protection.

9980 Derry Road Date: 2019-09-13

Fire Protection Volume Calculation Designed By: KW

CFCA File: 1588-5193 Checked By: JH Page 2

Water Supply for Public Fire Protection - 1999

Fire Underwriters Survey Part II - Guide for Determination of Required Fire Flow

4. Exposure - To the value obtained in No. 2, a percentage should be added for structures exposed within 45 metres

by the fire area under consideration. The percentage shall depend upon the height, area, and construction of the

building(s) being exposed, the separation, openings in the exposed building(s), the length and height of exposure,

the provision of automatic sprinklers and/or outside sprinklers in the building(s) exposed, the occupancy of the

exposed building(s) and the effect of hillside locations on the possible spread of fire.

Separation Charge Separation Charge

0 to 3 m 25% 20.1 to 30 m 10%

3.1 to 10 m 20% 30.1 to 45 m 5%

10.1 to 20 m 15%

Exposed buildings

Name Distance (m)

Charge

(%)

Surcharge

(L/s)

North - 0% 0.0

South - 0% 0.0

East Adjacent Dwelling 26 10% 469.3

West - 0% 0.0

469 L/min Surcharge

Required Duration of Fire Flow

Determine Required Fire Flow Flow Required Duration

L/min (hours)

No.1 6,258 2,000 or less 1.0

No. 2 -1,564 reduction 3,000 1.25

No. 3 0 reduction 4,000 1.5

No. 4 469 surcharge 5,000 1.75

6,000 2.0

Required Flow: 5,163 L/min 8,000 2.0

Rounded to nearest 1000 L/min: 5,000 L/min or 83.3 L/s 10,000 2.0

1,321 USGPM 12,000 2.5

14,000 3.0

16,000 3.5

18,000 4.0

20,000 4.5

22,000 5.0

24,000 5.5

26,000 6.0

28,000 6.5

30,000 7.0

32,000 7.5

34,000 8.0

36,000 8.5

38,000 9.0

40,000 and over 9.5

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc.

Project No. 1588-5193

APPENDIX B

Sanitary Flow Calculations

Project: 9980 Derry Road Created By: KW Date: 2019-04-01

Project No.: 1588-5193 JH Updated: 2019-09-13

0.33 ha

Population Density: 90 persons/ha

Population: 30

234

Sanitary Design Flow:

Average Daily Flow = 275.0 L/cap/d

Average Daily Flow = 0.74 L/s

M = 3.30 M = 0.8 * (1 + 14 / (4 + (p/1000)^.5))

Peak Flow = 2.46 L/s Peak Flow = Average Daily Flow * M

Infiltration Flow: Infiltration = 0.286 L/ha/s

Total Infiltration = 0.09 L/s

Total Peak Flow = 2.55 L/s

Summary Table

Average

Daily Flow

(L/s)

Peaking

Factor

Peak Flow

(L/s)

Infiltration

Flow

(L/s)

Total Peak

Flow

(L/s)

0.74 3.30 2.46 0.09 2.55

Checked By:

Population Provided

by Lullaboo:

Received through coordination with client

(Used for more conservative estimate than

Halton Region commercial population

density)

Halton Region Water and Wastewater Design

Manual (2017)

Harmon Peak Factor:

Average Daily Flow = Average Daily Flow

(L/cap./day) * population / 86400

Average Flow (L/capita/d)

Design Parameters

275

Total Peak Flow = Peak Flow + Total Infiltration

Halton Region Water and Wastewater Design

Manual (2017)

Halton Region Water and Wastewater Design

Manual (2017)

Domestic Sanitary Design Flow

Notes & References

Site Area:

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.07.05

SanDemand

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc.

Project No. 1588-5193

APPENDIX C

External Stormwater Conveyance Analysis – Fourth Line

Catchment 1

Catchment 2Catchment 3

A. Estimated Major System Flow

Storm Data:Town of Milton IDF Parameters

Time of Concentration: Tc= 10 min Equations:

Return Period a b c i

mm/hr

2 yr 779 6 0.8206 80.06

5 yr 959 5.7 0.8024 105.25

10 yr 1089 5.7 0.7955 121.81

25 yr 1235 5.5 0.7863 143.12

50 yr 1323 5.3 0.7786 158.18

100 yr 1435 5.2 0.7751 174.10

Catchment 1: Catchment 2: Catchment 3:

RC Area RC Area RC Area(ha) (ha) (ha)

Total 0.45 0.31 Total 0.45 0.28 Total 0.45 0.18

5 Year Storm 5 Year Storm 5 Year Storm - 0.0028 factor (Metric conversion) - 0.0028 factor (Metric conversion) - 0.0028 factor (Metric conversion)

RC 0.45 - (Runoff coefficient) RC 0.45 - (Runoff coefficient) RC 0.45 - (Runoff coefficient)

Area 0.31 ha (Drainage area) Area 0.281 ha (Drainage area) Area 0.185 ha (Drainage area)

Tc 10 min Tc 10 min Tc 10 mini 105.25 mm/hr Town of Oakville i 105.25 mm/hr Town of Oakville i 105.25 mm/hr Town of Oakville

Q 0.041 m3/s (Peak Flow) Q 0.0373 m3/s (Peak Flow) Q 0.0245 m3/s (Peak Flow)

100 Year Storm 100 Year Storm 100 Year Storm - 0.0028 factor (Metric conversion) - 0.0028 factor (Metric conversion) - 0.0028 factor (Metric conversion)

RC 0.45 - (Runoff coefficient) RC 0.45 - (Runoff coefficient) RC 0.45 - (Runoff coefficient)

Area 0.311 ha (Drainage area) Area 0.281 ha (Drainage area) Area 0.185 ha (Drainage area)

Tc 10 min Tc 10 min Tc 10 mini 174.10 mm/hr Town of Oakville i 174.10 mm/hr Town of Oakville i 174.10 mm/hr Town of Oakville

Q 0.0683 m3/s (Peak Flow) Q 0.0617 m3/s (Peak Flow) Q 0.0405 m3/s (Peak Flow)

100 Year Post-Development for 9980 Derry Road

Q 0.1320 m3/s (Peak Flow)

Major System Overland Flow Major System Overland Flow Major System Overland Flow

= 0.0683 + 0.1320 - 0.041 m3/s = 0.0617 - 0.037 m

3/s = 0.0405 - 0.025 m

3/s

= 0.1590 L/s = 0.0244 L/s = 0.0160 L/s

Note: The estimated overland flow for the major system will be the 100-yr peak flow minus the 5-yr peak flow (which is captured in the minor system).

0.1590 0.18340.0244 0.0160

Total = 0.183 m3/s Total = 0.199 m

3/s

Note: Catchment 1, 2 & 3 are defined in the

attached Figures.

Note: Catchment 1, 2 & 3 are defined in the

attached Figures.

Note: Catchment 1, 2 & 3 are defined

in the attached Figures.

Intensityi(Td) = a /(Tc+b) c

Peak FlowQpost = 0.0028 • Cpost • i(Td) • A

Cross Section for Irregular Section - 1

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Channel Slope 0.00400 m/m

Normal Depth 0.08 m

Discharge 0.16 m³/s

Cross Section Image

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 2019-09-10 10:18:00 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1

Cross Section for Irregular Section - 2

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Channel Slope 0.00500 m/m

Normal Depth 0.08 m

Discharge 0.18 m³/s

Cross Section Image

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 2019-09-10 10:18:47 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1

Cross Section for Irregular Section - 3

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Channel Slope 0.00500 m/m

Normal Depth 0.08 m

Discharge 0.20 m³/s

Cross Section Image

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 2019-09-10 10:19:30 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc.

Project No. 1588-5193

APPENDIX D

Stormwater Management Calculations

Project: 9980 Derry Road

Project No.: 1588-5193Created By: KW

Checked By: JH

Date: 2019-04-01

Updated: 2019-09-13

Time of Concentration: Tc = 10 min

2 yr 779 6.0 0.8206 80.06

5 yr 959 5.7 0.8024 105.25

10 yr 1089 5.7 0.7955 121.81

25 yr 1234 5.5 0.7863 143.01

50 yr 1323 5.3 0.7786 158.18

100 yr 1435 5.2 0.7751 174.10

Catchment Land UseArea

(ha)

Area

(m2)

CWeighted

Average C

Pervious 0.20 2021 0.25 0.23

Impervious 0.02 189 0.9 0.08

Total 0.22 2210 - 0.31

Pervious 0.08 833 0.25 0.18

Impervious 0.03 306 0.9 0.24

Total 0.11 1139 - 0.42

0.33 3349 - 0.35

Catchment Land UseArea

(ha)

Area

(m2)

CWeighted

Average C

Pervious 0.04 354 0.25 0.03

Impervious 0.29 2906 0.9 0.80

Total 0.33 3260 - 0.83

Pervious 0.01 83 0.25 0.23

Impervious 0.0006 6 0.9 0.06

Total 0.01 89 - 0.29

0.33 3349 - 0.82

Equations:

Storm Data: Town of Milton

I

(mm/hr)Return Period B C

Modified Rational Calculations - Input Parameters

A

Pre - Development Conditions

Total Site

Post - Development Conditions

Total Site

201

101 (Watercourse)

102 (Derry Road)

202+ 203 (uncontrolled)

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • AIntensity

i(Td) = A / (T + B)^C

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM JH

Project: 9980 Derry Road

Project No.: 1588-5193Created By: KW

Checked By: JHDate: 2019-04-01

Updated: 2019-09-13

Return

PeriodQ101pre Q201post Quncontrolled

2 yr 0.015 0.061 0.001

5 yr 0.020 0.080 0.001

10 yr 0.023 0.092 0.001

25 yr 0.027 0.108 0.001

50 yr 0.030 0.120 0.001

100 yr 0.033 0.132 0.001

Equations:

Peak Flows

(m3/s)

Modified Rational Calculations - Peak Flows Summary

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • A

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM JH

Project: 9980 Derry Road

Project No.: 1588-5193Created By: KW

Checked By: JHDate: 2019-04-01

Updated: 2019-09-13

100 yr: Control Post-Development Peak Flows to Pre-Development Peak Flow

100 yr: Uncontrolled Post-Development Flow (Catchment 201):

Qpost = 0.132 m3/s

100 yr: Target Flow (Catchment 101 - Uncontrolled Catchment 202 and 203):

Qpost = 0.032 m3/s

Qpre = 0.031 m3/s

Td i Td QUncont Sd

(min) (mm/hr) (sec) (m3/s) (m

3)

5 237.18 300 0.181 40.4

10 174.10 600 0.133 61.2

15 139.66 900 0.107 72.8

20 117.66 1200 0.090 80.0

25 102.26 1500 0.078 84.7

30 90.81 1800 0.069 87.7

35 81.92 2100 0.063 89.7

40 74.81 2400 0.057 90.7

45 68.97 2700 0.053 91.2

50 64.07 3000 0.049 91.1

55 59.91 3300 0.046 90.7

60 56.32 3600 0.043 89.9

65 53.18 3900 0.041 88.8

70 50.42 4200 0.039 87.5

75 47.97 4500 0.037 85.9

80 45.77 4800 0.035 84.2

85 43.79 5100 0.033 82.4

91.2

Storage Volume Determination

Required Storage Volume:

Modified Rational Calculations - 100-Year Storm Event

Control Criteria

100 yr: Post-Development Orifice Tube Flowrate:

Qa

Tc Td

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • AStorage

Sd = Qpost • Td - Qtarget (Td + Tc) / 2

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM JH

Project: 9980 Derry Road

Project No.: 1588-5193Created By: KW

Checked By: JHDate: 2019-04-01

Updated: 2019-09-13

50 yr: Control Post-Development Peak Flows to Pre-Development Peak Flow

50 yr: Uncontrolled Post-Development Flow (Catchment 201):

Qpost = 0.120 m3/s

50 yr: Target Flow (Catchment 101 - Uncontrolled Catchment 202 and 203):

Qpost = 0.029

Qpre= 0.028 m3/s

Td i Td QUncont Sd

(min) (mm/hr) (sec) (m3/s) (m

3)

5 215.26 300 0.165 36.8

10 158.18 600 0.121 55.7

15 126.92 900 0.097 66.3

20 106.93 1200 0.082 72.9

25 92.92 1500 0.071 77.1

30 82.50 1800 0.063 79.9

35 74.42 2100 0.057 81.7

40 67.94 2400 0.052 82.6

45 62.62 2700 0.048 83.0

50 58.17 3000 0.044 83.0

55 54.38 3300 0.042 82.6

60 51.11 3600 0.039 81.8

65 48.25 3900 0.037 80.8

70 45.74 4200 0.035 79.6

75 43.51 4500 0.033 78.3

80 41.51 4800 0.032 76.7

85 39.71 5100 0.030 75.0

83.0

Modified Rational Calculations - 50-Year Storm Event

50 yr: Post-Development Orifice Tube Flowrate:

Storage Volume Determination

Required Storage Volume:

Control Criteria

Qa

Tc Td

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • AStorage

Sd = Qpost • Td - Qtarget (Td + Tc) / 2

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM JH

Project: 9980 Derry Road

Project No.: 1588-5193Created By: KW

Checked By: JHDate: 2019-04-01

Updated: 2019-09-13

25 yr: Control Post-Development Peak Flows to Pre-Development Peak Flow

25 yr: Uncontrolled Post-Development Flow:

Qpost= 0.108 m3/s

100 yr: Target Flow (Catchment 101 - Uncontrolled Catchment 202 and 203):

Qpost= 0.026

Qpre= 0.026 m3/s

Td i Td QUncont Sd

(min) (mm/hr) (sec) (m3/s) (m

3)

5 194.25 300 0.148 32.8

10 143.01 600 0.109 50.0

15 114.78 900 0.088 59.5

20 96.68 1200 0.074 65.3

25 83.99 1500 0.064 69.0

30 74.54 1800 0.057 71.4

35 67.20 2100 0.051 72.8

40 61.32 2400 0.047 73.5

45 56.50 2700 0.043 73.7

50 52.45 3000 0.040 73.5

55 49.01 3300 0.037 72.9

60 46.05 3600 0.035 72.1

65 43.46 3900 0.033 71.1

70 41.18 4200 0.031 69.8

75 39.16 4500 0.030 68.4

80 37.34 4800 0.029 66.8

85 35.71 5100 0.027 65.1

73.7

Modified Rational Calculations - 25-Year Storm Event

Storage Volume Determination

Required Storage Volume:

Control Criteria

25 yr: Post-Development Orifice Tube Flowrate:

Qa

Tc Td

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • AStorage

Sd = Qpost • Td - Qtarget (Td + Tc) / 2

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM

JH

Project: 9980 Derry Road

Project No.: 1588-5193Created By: KW

Checked By: JHDate: 2019-04-01

Updated: 2019-09-13

10 yr: Control Post-Development Peak Flows to Pre-Development Peak Flow

10 yr: Uncontrolled Post-Development Flow:

Qpost = 0.092 m3/s

10 yr: Target Flow (Catchment 101 - Uncontrolled Catchment 202 and 203):

Qpost = 0.022

Qpre = 0.023 m3/s

Td i Td QUncont Sd

(min) (mm/hr) (sec) (m3/s) (m

3)

5 165.25 300 0.126 27.5

10 121.81 600 0.093 42.1

15 97.76 900 0.075 50.0

20 82.30 1200 0.063 54.8

25 71.45 1500 0.055 57.8

30 63.37 1800 0.048 59.6

35 57.09 2100 0.044 60.6

40 52.07 2400 0.040 61.0

45 47.94 2700 0.037 61.0

50 44.48 3000 0.034 60.6

55 41.54 3300 0.032 59.9

60 39.01 3600 0.030 59.0

65 36.80 3900 0.028 57.9

70 34.85 4200 0.027 56.7

75 33.12 4500 0.025 55.3

80 31.57 4800 0.024 53.8

85 30.18 5100 0.023 52.1

61.0

10 yr: Post-Development Orifice Tube Flowrate:

Modified Rational Calculations - 10-Year Storm Event

Storage Volume Determination

Required Storage Volume:

Control Criteria

Qa

Tc Td

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • AStorage

Sd = Qpost • Td - Qtarget (Td + Tc) / 2

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM

JH

Project: 9980 Derry Road

Project No.: 1588-5193Created By: KW

Checked By: JHDate: 2019-04-01

Updated: 2019-09-13

5 yr: Control Post-Development Peak Flows to Pre-Development Peak Flow

5 yr: Uncontrolled Post-Development Flow:

Qpost = 0.080 m3/s

5 yr: Target Flow (Catchment 101 - Uncontrolled Catchment 202 and 203):

Qpost = 0.019

Qpre= 0.021 m3/s

Td i Td QUncont Sd

(min) (mm/hr) (sec) (m3/s) (m

3)

5 143.17 300 0.109 23.4

10 105.25 600 0.080 35.7

15 84.31 900 0.064 42.3

20 70.87 1200 0.054 46.1

25 61.45 1500 0.047 48.4

30 54.44 1800 0.042 49.7

35 49.01 2100 0.037 50.3

40 44.66 2400 0.034 50.4

45 41.09 2700 0.031 50.2

50 38.10 3000 0.029 49.6

55 35.56 3300 0.027 48.8

60 33.37 3600 0.026 47.7

65 31.47 3900 0.024 46.6

70 29.79 4200 0.023 45.2

75 28.30 4500 0.022 43.8

80 26.96 4800 0.021 42.2

85 25.77 5100 0.020 40.6

50.4

5 yr: Pre-Development Flow:

Modified Rational Calculations - 5-Year Storm Event

Storage Volume Determination

Required Storage Volume:

Control Criteria

Qa

Tc Td

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • AStorage

Sd = Qpost • Td - Qtarget (Td + Tc) / 2

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM

JH

Project: 9980 Derry Road

Project No.: 1588-5193Created By: KW

Checked By: JHDate: 2019-04-01

Updated: 2019-09-13

2 yr: Control Post-Development Peak Flows to Pre-Development Peak Flow

2 yr: Uncontrolled Post-Development Flow:

Qpost= 0.061 m3/s

2 yr: Target Flow (Catchment 101 - Uncontrolled Catchment 202 and 203):

Qpost= 0.015

Qpre = 0.017 m3/s

Td i Td QUncont Sd

(min) (mm/hr) (sec) (m3/s) (m

3)

5 108.89 300 0.083 17.3

10 80.06 600 0.061 26.5

15 64.05 900 0.049 31.3

20 53.75 1200 0.041 34.0

25 46.53 1500 0.036 35.5

30 41.16 1800 0.031 36.2

35 36.99 2100 0.028 36.4

40 33.66 2400 0.026 36.2

45 30.92 2700 0.024 35.8

50 28.64 3000 0.022 35.1

55 26.70 3300 0.020 34.2

60 25.03 3600 0.019 33.2

65 23.57 3900 0.018 32.0

70 22.29 4200 0.017 30.8

75 21.16 4500 0.016 29.4

80 20.14 4800 0.015 28.0

85 19.23 5100 0.015 26.5

36.4

2 yr: Post-Development Orifice Tube Flowrate:

Modified Rational Calculations - 2-Year Storm Event

Storage Volume Determination

Required Storage Volume:

Control Criteria

Qa

Tc Td

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • AStorage

Sd = Qpost • Td - Qtarget (Td + Tc) / 2

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM JH

Project: 9980 Derry Road

Project No.: 1588-5193Created By: KW

Checked By: JHDate: 2019-04-01

Updated: 2019-09-13

Uncontrolled Controlled

0.015 0.061 0.017 36.4

0.020 0.080 0.022 50.4

0.023 0.093 0.024 61.0

0.027 0.109 0.027 73.7

0.030 0.121 0.029 83.0

0.033 0.133 0.031 91.2100

2

5

10

25

Pre-

Development

(L/s)

Required Storage

(m3)

Peak Flow Rate

Modified Rational Calculations - Summary

50

Post-Development1

(L/s)

Storm Event

(yr)

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM JH

Project: 9980 Derry Road

Project No: 1588-5193

Created By: KW

Date: 2019-07-20

Updated: 2019-09-10

Orifice Parameters Orifice Tube

Diameter Ø (m) = 0.125 Discharge, Q = CA x sqrt(2gh)

Area (A) (m2) = 0.0123

Coefficient (C) = 0.82

Orifice Invert= 199.24

Centroid (h)= 199.30

Control MH # = STM MH A4

A. Rating Table

m m3/s

199.24 0.000 ORIFICE INVERT

199.46 0.017 2 yr

199.54 0.022 5 yr

199.60 0.024 10 yr

199.68 0.027 25 yr

199.73 0.029 50 yr

199.78 0.031 100 yr

200.13 0.040 TOP OF STORAGE TANK

83.04

91.19

92.4

m3

0

36.43

50.43

61.02

73.70

ORIFICE RATING CURVE

Elevation DischargeActive Storage

Volume

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\Design\Civil_Water\2019.09.12 MRM JH

Triton Storage Calculator

Units: Metric (user can change units in the "Reference" tab, below)

User Input:

Triton Chamber Model S-22

Number of Rows 2

Number of Chambers/Row 65

Base of Stone Elevation 199.05 m

Depth of Stone Above Chambers 152.0 mm

Depth of Stone Below Chambers 152.0 mm

End Stone 305.0 mm

Side Stone 305.0 mm

Distance Between Legs of Chambers 190.0 mm

Voids in Stone (porosity) 40%

Calculated Values:

Number of Chambers 130

Number of End Caps 4

System Width 3.59 m

System Length 46.85 m

System Depth 1.193 m

System Footprint 168.4 m²

Volume of Stone Required 121.0 m³

System Storage Volume 128.3 m³

Constants:

Chamber Width at Legs 1397 mm

Chamber Height 889.0 mm

Chamber Length at Overlap 703.00 mm

End Cap Length at Overlap 274.00 mm

Min. Depth of Stone Above Chambers 152 mm

Min. Depth of Stone Below Chambers 152 mm

Min. End Stone 305 mm

Min. Side Stone 305 mm

Min. Distance Between Legs of Chambers 152.0 mm

Layup Chamber Volume 0.611 m³

Layup End Cap Volume 0.113 m³

Incremental Storage Output:

Height of

System

Cumulative

Chamber &

End Cap

Volume

Cumulative

Stone Void

Volume

Cumulative

System

Volume

Elevation

(mm) (m³) (m³) (m³) (m)

Rectangular Footprint, Including Perimeter Stone

System minimums are

automatically populated by

default. The defaults can be

overwritten if desired. Red

cells indicate that the

minimums have not been

met and must be revised,

while green cells indicate

values larger than the

minimums.

2019-09-13 TRITON STORMWATER SOLUTIONS PAGE 1

Incremental Storage Output:

Height of

System

Cumulative

Chamber &

End Cap

Volume

Cumulative

Stone Void

Volume

Cumulative

System

Volume

Elevation

(mm) (m³) (m³) (m³) (m)

0.0 0.0 0.0 0.0 199.05

25.0 0.0 1.7 1.7 199.08

50.0 0.0 3.4 3.4 199.10

75.0 0.0 5.1 5.1 199.13

100.0 0.0 6.7 6.7 199.15

125.0 0.0 8.4 8.4 199.18

150.0 0.0 10.1 10.1 199.20

152.0 0.0 10.2 10.2 199.20

177.0 2.9 10.8 13.7 199.23

202.0 2.9 12.4 15.4 199.25

227.0 5.9 12.9 18.8 199.28

252.0 8.7 13.5 22.2 199.30

277.0 11.6 14.0 25.6 199.33

302.0 14.5 14.5 29.0 199.35

327.0 17.3 15.1 32.4 199.38

352.0 20.2 15.6 35.8 199.40

377.0 23.0 16.2 39.2 199.43

402.0 25.8 16.7 42.6 199.45

427.0 28.6 17.3 45.9 199.48

452.0 31.4 17.9 49.3 199.50

477.0 34.1 18.5 52.6 199.53

502.0 36.8 19.1 55.9 199.55

527.0 39.5 19.7 59.2 199.58

552.0 42.2 20.3 62.5 199.60

577.0 44.8 20.9 65.8 199.63

602.0 48.7 21.1 69.8 199.65

627.0 50.0 22.2 72.2 199.68

652.0 52.5 22.9 75.4 199.70

677.0 55.0 23.6 78.6 199.73

702.0 57.4 24.3 81.7 199.75

727.0 59.8 25.1 84.8 199.78

752.0 62.1 25.8 87.9 199.80

777.0 64.3 26.6 90.9 199.83

802.0 66.5 27.4 93.9 199.85

827.0 68.5 28.3 96.8 199.88

852.0 70.5 29.2 99.7 199.90

877.0 72.4 30.1 102.5 199.93

902.0 74.1 31.1 105.2 199.95

927.0 75.7 32.2 107.8 199.98

952.0 77.1 33.3 110.4 200.00

977.0 78.3 34.5 112.8 200.03

2019-09-13 TRITON STORMWATER SOLUTIONS PAGE 2

Incremental Storage Output:

Height of

System

Cumulative

Chamber &

End Cap

Volume

Cumulative

Stone Void

Volume

Cumulative

System

Volume

Elevation

(mm) (m³) (m³) (m³) (m)

1002.0 79.2 35.8 115.0 200.05

1027.0 79.6 37.3 117.0 200.08

1041.0 79.9 38.2 118.0 200.09

1066.0 0.0 39.9 119.7 200.12

1091.0 0.0 41.5 121.4 200.14

1116.0 0.0 43.2 123.1 200.17

1141.0 0.0 44.9 124.8 200.19

1166.0 0.0 46.6 126.4 200.22

1191.0 0.0 48.3 128.1 200.24

1193.0 0.0 48.4 128.3 200.24

2019-09-13 TRITON STORMWATER SOLUTIONS PAGE 3

Project Information & Location

Project Name 9980 Derry Road Project Number 19555

City Milton State/ Province Ontario

Country Canada Date 8/26/2019

Designer Information EOR Information (optional)

Name Katrina Weel Name

Company CF Crozier & Associates Company

Phone # 416-420-9768 Phone #

Email kweel@cfcrozier.ca 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

Recommended Stormceptor Model STC 750

Target TSS Removal (%) 80.0

TSS Removal (%) Provided 83

PSD Fine Distribution

Rainfall Station TORONTO PEARSON AP

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 – 9980 Derry Road

Stormceptor Sizing Summary

Stormceptor Model % TSS Removal Provided

STC 300 76

STC 750 83

STC 1000 84

STC 1500 85

STC 2000 87

STC 3000 88

STC 4000 90

STC 5000 91

STC 6000 92

STC 9000 94

STC 10000 95

STC 14000 96

StormceptorMAX 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 4669

Rainfall Station Name TORONTO PEARSON AP Total Rainfall (mm) 24214.8

Station ID # 8733 Average Annual Rainfall (mm) 605.4

Coordinates 43°41'N, 79°38'W Total Evaporation (mm) 2362.5

Elevation (ft) 562 Total Infiltration (mm) 4031.8

Years of Rainfall Data 44 Total Rainfall that is Runoff (mm) 17820.5

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

Detailed Sizing Report – Page 2 of 6Stormceptor

Drainage Area

Total Area (ha) 0.27

Imperviousness % 83.0

Water Quality Objective

TSS Removal (%) 80.0

Runoff Volume Capture (%)

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.

Fine Distribution

Particle Diameter(microns)

Distribution % Specific Gravity

20.0 20.0 1.30

60.0 20.0 1.80

150.0 20.0 2.20

400.0 20.0 2.65

2000.0 20.0 2.65

Up Stream Storage

Storage (ha-m) Discharge (cms)

0.000 0.000

Up Stream Flow DiversionMax. Flow to Stormceptor (cms)

Detailed Sizing Report – Page 3 of 6Stormceptor

Site Name

Site Details

Drainage AreaTotal Area (ha) 0.27

Imperviousness % 83.0

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) 104.00

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)

Detailed Sizing Report – Page 4 of 6Stormceptor

Cumulative Runoff Volume by Runoff Rate

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

1 15870 34083 31.8

4 31186 18765 62.4

9 40224 9724 80.5

16 44831 5116 89.8

25 47113 2833 94.3

36 48340 1606 96.8

49 49016 929 98.1

64 49446 500 99.0

81 49711 235 99.5

100 49858 88 99.8

121 49931 15 100.0

144 49946 0 100.0

169 49946 0 100.0

Detailed Sizing Report – Page 5 of 6Stormceptor

Rainfall Event AnalysisRainfall Depth

(mm)No. of Events Percentage of Total

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

Volume (%)6.35 3499 74.9 6076 25.1

12.70 606 13.0 5524 22.8

19.05 293 6.3 4579 18.9

25.40 119 2.5 2585 10.7

31.75 73 1.6 2068 8.5

38.10 37 0.8 1281 5.3

44.45 19 0.4 764 3.2

50.80 10 0.2 470 1.9

57.15 2 0.0 108 0.4

63.50 4 0.1 235 1.0

69.85 3 0.1 205 0.8

76.20 2 0.0 145 0.6

82.55 1 0.0 80 0.3

88.90 0 0.0 0 0.0

95.25 1 0.0 95 0.4

101.60 0 0.0 0 0.0

107.95 0 0.0 0 0.0

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

Detailed Sizing Report – Page 6 of 6Stormceptor

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc.

Project No. 1588-5193

FIGURES

2800 High Point Drive

Suite 100

Milton, ON L9T 6P4

905-875-0026 T

905-875-4915 F

www.cfcrozier.ca

KEY PLANSCALE: N.T.S.

LEGEND

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\CAD\Civil\_Sheets\5193_C100.dwg, 9/13/2019 5:07:36 PM,

DWG To PDF.pc3

2800 High Point Drive

Suite 100

Milton, ON L9T 6P4

905-875-0026 T

905-875-4915 F

www.cfcrozier.ca

KEY PLANSCALE: N.T.S.

LEGEND

N:\1500\1588-Lullaboo Nursery & Childcare Center Inc\5193 - 9980 Derry Rd, Milton\CAD\Civil\_Sheets\5193_C100.dwg, 9/13/2019 5:08:15 PM,

DWG To PDF.pc3

Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report

9980 Derry Road, Town of Milton September 2019

C.F. Crozier & Associates Inc.

Project No. 1588-5193

DRAWINGS