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.
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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
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
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
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.
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)
ELEVATION NOTE: : ELEVATIONS ARE OF GEODETIC ORIGIN (CGVD-1928:78) AND ARE DERIVED FROM GNSS OBSERVATIONS AND NATURAL RESOURCES CANADA'S GEOID MODEL HT2.0. LOCAL BENCHMARK: : LOCAL BENCHMARK No.1 CUT CROSS ON EAST SIDEWALK LOCATED 1.18m WEST OF CATCH BASIN WITH A RIM ELEVATION OF 200.93M. ELEVATION = 201.10 LOCAL BENCHMARK No.2 CUT CROSS ON WEST SIDEWALK LOCATED 1.69m WEST OF A MANHOLE WITH A RIM ELEVATION OF 200.73M. ELEVATION = 200.76 SURVEY NOTES: : SURVEY COMPLETED BY J.D.BARNES LTD. (2019/JUNE/04) REFERENCE No.: 18-30-331-01 BEARINGS ARE UTM GRID, DERIVED FROM RTN OBSERVATIONS UTM ZONE 17, NAD83 (GSRS) (2010.0) DISTANCES ARE GROUND AND CAN BE CONVERTED TO GRID BY MULTIPLYING BY THE COMBINED SCALE FACTOR OF 0.9996781 SITE PLAN NOTES: : DESIGN ELEMENTS ARE BASED ON SITE PLAN BY AMB ARCHITECTURE INC. DRAWING No.: A-100, REV.1 (2019/SEPT/04) DRAWING NOTES: : THIS DRAWING IS THE EXCLUSIVE PROPERTY OF C.F. CROZIER & ASSOCIATES INC. AND THE REPRODUCTION OF ANY PART OF IT WITHOUT PRIOR WRITTEN CONSENT OF THIS OFFICE IS STRICTLY PROHIBITED. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, LEVELS, AND DATUMS ON SITE AND REPORT ANY DISCREPANCIES OR OMISSIONS TO THIS OFFICE PRIOR TO CONSTRUCTION. THIS DRAWING IS TO BE READ AND UNDERSTOOD IN CONJUNCTION WITH ALL OTHER PLANS AND DOCUMENTS APPLICABLE TO THIS PROJECT. DO NOT SCALE THIS DRAWING. ALL EXISTING UNDERGROUND UTILITIES TO BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
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DERRY ROAD
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LULLABOO MILTON CAMPUS 9980 DERRY ROAD WEST TOWN OF MILTON
PROPOSED 2 STORY BUILDING (DAYCARE & RETAIL) FFE=201.45
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Project No.
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POST-DEVELOPMENT DRAINAGE PLAN
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2019/SEPT/13
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ISSUED FOR ZBA
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ELEVATION NOTE: : ELEVATIONS ARE OF GEODETIC ORIGIN (CGVD-1928:78) AND ARE DERIVED FROM GNSS OBSERVATIONS AND NATURAL RESOURCES CANADA'S GEOID MODEL HT2.0. LOCAL BENCHMARK: : LOCAL BENCHMARK No.1 CUT CROSS ON EAST SIDEWALK LOCATED 1.18m WEST OF CATCH BASIN WITH A RIM ELEVATION OF 200.93M. ELEVATION = 201.10 LOCAL BENCHMARK No.2 CUT CROSS ON WEST SIDEWALK LOCATED 1.69m WEST OF A MANHOLE WITH A RIM ELEVATION OF 200.73M. ELEVATION = 200.76 SURVEY NOTES: : SURVEY COMPLETED BY J.D.BARNES LTD. (2019/JUNE/04) REFERENCE No.: 18-30-331-01 BEARINGS ARE UTM GRID, DERIVED FROM RTN OBSERVATIONS UTM ZONE 17, NAD83 (GSRS) (2010.0) DISTANCES ARE GROUND AND CAN BE CONVERTED TO GRID BY MULTIPLYING BY THE COMBINED SCALE FACTOR OF 0.9996781 SITE PLAN NOTES: : DESIGN ELEMENTS ARE BASED ON SITE PLAN BY AMB ARCHITECTURE INC. DRAWING No.: A-100, REV.1 (2019/SEPT/04) DRAWING NOTES: : THIS DRAWING IS THE EXCLUSIVE PROPERTY OF C.F. CROZIER & ASSOCIATES INC. AND THE REPRODUCTION OF ANY PART OF IT WITHOUT PRIOR WRITTEN CONSENT OF THIS OFFICE IS STRICTLY PROHIBITED. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, LEVELS, AND DATUMS ON SITE AND REPORT ANY DISCREPANCIES OR OMISSIONS TO THIS OFFICE PRIOR TO CONSTRUCTION. THIS DRAWING IS TO BE READ AND UNDERSTOOD IN CONJUNCTION WITH ALL OTHER PLANS AND DOCUMENTS APPLICABLE TO THIS PROJECT. DO NOT SCALE THIS DRAWING. ALL EXISTING UNDERGROUND UTILITIES TO BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
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SITE LOCATION
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LULLABOO MILTON CAMPUS 9980 DERRY ROAD WEST TOWN OF MILTON
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PROPERTY LINE
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PROPOSED STORM DRAINAGE CATCHMENT
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AREA (ha) RUNOFF COEFFICIENT
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FIG. 2
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PROPOSED OVERLAND FLOW DIRECTION
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NOT FOR CONSTRUCTION
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Lullaboo Nursery and Childcare Centre Inc. Functional Servicing and Stormwater Management Report