MEDICAL BUILDING 255 RUHL DRIVE, MILTON STORMWATER MANAGEMENTFUNCTIONAL SERVICING REPORT

prepared for: BRIAN WILLIAMS ARCHITECT

prepared by: MGM Consulting Inc. 400 Bronte Street South Suite 201 Milton, Ontario L9T 0H7 File No. 2016-011

October 28, 2016

Functional Servicing and Stormwater Management Report

Proposed Medical Building, 255 Ruhl Drive, Milton, Ontario

1.0

Page 1 of 6 October 28, 2016

Purpose of Report MGM Consulting Inc. has been retained by Brian Williams Architect to prepare a Functional Servicing and Stormwater Report to address the site-specific infrastructure and grading for a site development located at 255 Ruhl Drive, Town of Milton that includes for a three storey building, site access and parking. The site is approximately 1.009 ha in area and the legal description is Part of Block 394, Registered Plan 20M-1082, in the Town of Milton in the Regional Municipality of Halton.

2.0

Existing Conditions The site is originally part of Sunny Mount Park which includes one residential farm house situated at center of property and surrounding landscape features. The remaining portion of the site is developed with soft landscaping, a playground, parking lot and dog park with asphalt driveway access off of Ruhl Drive. The existing ground elevations within the site range from 208.98 m. in the north east portion of the site to 198.66 m. in the south-west corner of the site abutting the intersection of Ruhl Drive and Whewell Trail. Based on the existing topography, site drainage currently flows towards the south-west to an existing catchbasin manhole which conveys flows to the municipal storm system on Ruhl Drive. The existing site drainage areas are indicated in Figure No. 1.

3.0

Existing Municipal Infrastructure The site abuts developed residential areas to the south and west and adjacent to Sunny Mount Park to the east. The site is fronting two municipal roads including Ruhl Drive to the southeast and Brassard Circle to the south-west. Ruhl Drive is currently a two lanes roadway developed with an urban cross section of paved asphalt, curb and gutter with concrete sidewalks and boulevards. Details of servicing information on municipal right of way indicated on record drawings provided by Town of Milton and Region of Halton are as follows: Ruhl Drive  

A 975 mm diameter storm sewer along the east side of Ruhl Drive with 600mm pipe tee off from existing manhole located on the right of way to existing catchbasin manhole located inside the property. A 200 mm diameter sanitary sewer along the center line of road with 150mm pipe tee off from existing sanitary manhole located on the right of way to existing sanitary manhole located inside the property.

Functional Servicing and Stormwater Management Report

Proposed Medical Building, 255 Ruhl Drive, Milton, Ontario 

4.0

Page 2 of 6 October 28, 2016

A 300 mm diameter watermain along east boulevard of Ruhl Drive.

Proposed Site Development The proposed site development includes the construction of a three storey medical building, with vehicular access off of Ruhl Drive to the south of the property, surface parking and soft landscaped areas. The proposed building footprint is 3000 m2 with a total gross floor area of 7473 m2. Landscape buffers are proposed along all sides of the property. Pre-cast concrete bumper curbs are proposed along north-east side the site to allow for conveyance of drainage from external areas north of the site. As part of the development, existing pathway to access dog park from playground area is being shifted 20m east from existing location to avoid conflict with building foot print. Apart from the main development, additional parking lot is proposed just east of existing building and its drainage matches to existing flow pattern. The proposed parking lot includes a vehicular access connecting existing parking lot east of the development.. The proposed site development is indicated in Figure No. 2.

5.0

Proposed Site Grading The proposed site grading will take into account the existing topography, perimeter elevations, the proposed vehicular access off of Ruhl Drive, safe vehicular and pedestrian movements and access within the site. Grading will also be completed such that the majority of drainage is contained within the site and conveyed to the proposed internal storm system. Slopes within the paved areas of the site will typically be set between 1% and 5%. During a major storm event, storm water will overflow through the proposed vehicular access, to the Ruhl Drive right of way at an elevation of 204.69 m. Design for site grading is indicated on Drawing No. CV- 1.

6.0 Proposed Site Servicing 6.1

Sanitary Servicing Sanitary servicing is proposed with a connection to the existing sanitary manhole located within the property. Based on the available invert elevation of 193.45m on the existing sanitary manhole, and proposed grading indicating a finished first floor elevation of 206.30 m. a gravity sewer connection can be provided to service the floor drains installed in the basement floor level. As indicated on the sanitary sewer design sheet included in Appendix A, the expected post sanitary discharge from the site is approximately 30.5 L/s. The proposed sanitary drainage system is indicated on CV-2.

Functional Servicing and Stormwater Management Report

Proposed Medical Building, 255 Ruhl Drive, Milton, Ontario

6.2

Page 3 of 6 October 28, 2016

Water Servicing A preliminary calculation for the required water demand for fire protection and domestic supply are included in Appendix B. The proposed water supply requirements are calculated in accordance with the Design Criteria Manual provided by the Region of Halton. As indicated, the estimated domestic water consumption is 0.911 L/s required to service the proposed development. The maximum daily demand plus fire flow is calculated as 100.91 L/sec which is the flow that is required to be available at a local hydrant at a minimum pressure of 150 KPa. A Siamese connection is to be installed along the face of the building and within 45m of the existing fire hydrant. The exact location of the water service connection will be provided in coordination with the mechanical engineer. An existing connection of 50mm watermain and valve are available at property line. A 150mm watermain is proposed to replace the existing 50mm watermain to adequately provide fire protection and service to the site.

Proposed water servicing is indicated on Drawing CV-2. 7.0 Stormwater Management 7.1 Stormwater Peak Rate Controls Proposed stormwater management features are proposed as part of the redevelopment in order to control post-development flows to below allowable pre-development flow rates. Peak rate controls are achieved through a series of on-site controls including;  

Roof top controls on roof areas (excluding balconies and terraces), A 190 mm diameter orifice tube, installed at the outlet of the proposed controlled manhole.

As indicated in the detailed stormwater management calculations included in Appendix A, the above features will control post development flows during the 5 and 100 year storm events to 0.1579 cms and 0.2215 cms respectively during the 5 and 100 year storm events. The result achieved the allowable flows for 5 and 100 year storm events of 0.1579cms and 0.2612 cms respectively. On-site storage required during storm events is provided underground, within 24 Stormtech chambers, in pipes, and on the controlled roof areas. The maximum depth of ponding on the building roof is 100 mm.

Functional Servicing and Stormwater Management Report

Proposed Medical Building, 255 Ruhl Drive, Milton, Ontario

Page 4 of 6 October 28, 2016

During severe storm events, or when an outlet is blocked, overland flow will occur at the entrance to the site then outlet to Ruhl Drive right of way.

Stormwater management calculations have been included in Appendix A. 7.2 Water Quality As required by Ministry of Environment and Town of Milton, level 1 quality protection will be implemented for the proposed redevelopment. An Oil/Grit Separator model STC-4000 is recommended to meet the water quality objective for the site. StormCeptor has been sized to accommodate for the external drainage conveyed through the site from the north and southeast portion of the park. This unit will be installed on the downstream end of the private side storm sewer prior outletting into the municipal storm system.The proposed unit will be adequate to ensure 81% removal of Total Suspended Solids (TSS) and 95% of the runoff volume. A Detailed Sizing Report from the manufacturer’s modeling software is included in Appendix C. 7.3 Erosion & Sediment Control During Construction In 2006, The Greater Golden Horseshoe Area Conservation Authorities prepared a guideline entitled "Erosion & Sediment Control Guideline for Urban Construction". Based on the guideline, all projects involving the removal of topsoil or site alteration require an ESC (Erosion and Sediment Control) Plan in place prior to commencing construction. Failure to adhere to the plan could lead to the potential for prosecution under the various pieces of environmental legislation. The following principles assist in creating an effective ESC Plan. (Ref. Erosion and Sediment Control Guidelines for Urban Construction)  Adopt a multi-barrier approach to provide erosion and sediment control through erosion controls first.  Retain existing ground cover and stabilize exposed soils with vegetation where possible.  Limit the duration of soil exposure and phase construction where possible.  Limit the size of disturbed areas by minimizing nonessential clearing and grading.  Minimize slope length and gradient of disturbed areas.  Maintain overland sheet flow and avoid concentrated flows.  Store/stockpile soil away (e.g. greater than 15 meters) from watercourses, drainage features and top of steep slopes.  Ensure contractors and all involved in the ESC practices are trained in ESC Plan, implementation, inspections, maintenance, and repairs.  Adjust ESC Plan at construction site to adapt to site features.  Assess all ESC practices before and after all rainfall and significant snowmelt

Functional Servicing and Stormwater Management Report

Proposed Medical Building, 255 Ruhl Drive, Milton, Ontario

Page 5 of 6 October 28, 2016

events. The guideline stresses that prevention of erosion is the preferred mitigation measure for reducing the potential for sedimentation. Erosion and sediment control measures can be categorized as Erosion prevention controls and Sediment controls. Erosion controls include minimizing the reduction in vegetative ground cover or immediate stabilization of disturbed areas by top soiling, seeding, sodding, mulching, erosion control blankets, etc. Sediment Controls are further broken down into Perimeter Controls, Settling Controls and Filtration Controls. Some major perimeter controls include silt fences, cut-off swales and mud-mats. Settling controls reduce run-off velocity allowing the soil particles to settle out. Settling controls include sediment traps, rock check dams, straw bales and sediment control ponds. Filtration controls are achieved by filtering silt laden water through the use of a filter media such as a geotextile or sand. Filtration controls include storm inlet filter cloths, sediment bags and filter rings.

8.0

Summary The following summarizes the findings and recommendations related to the required servicing and stormwater management controls: 

Sanitary servicing for the site can be provided by a gravity sanitary sewer system and a connection to the existing sanitary manhole on site,



Water servicing as required for domestic supply and fire protection can be provided with a connection to the existing 300 mm watermain on Ruhl Drive right of way,



Storm servicing is provided throughout the site, which will convey site flows to the existing allowable flows based on the design standards of Town of Milton,



Stormwater management rate controls can be provided on roof top areas and at the outlet from proposed controlled manhole, as required to control flows during the 5 and 100 year storm events to the allowable 5 and 100 year rate,



Sufficient on-site storage as required, can be provided on controlled roof areas, in sewer pipes and in 24 Stormtech chambers,



Stormwater quality controls are proposed with the installation of an STC-4000 treatment unit to provide 80% capture of the Total Suspended Solids which achieves Level One Quality control requirements as established by the MOECC,



Sediment and erosion controls as indicated on the Removals/Sediment and Erosion Control Plan are to be implemented prior to construction and maintained until the site

Functional Servicing and Stormwater Management Report

Proposed Medical Building, 255 Ruhl Drive, Milton, Ontario

Page 6 of 6 October 28, 2016

is stabilized. Based on our analysis, the site can be adequately serviced with municipal storm water, sanitary sewers and water without any adverse effects on the adjacent properties. Prepared by: MGM CONSULTING INC.

Calvin Dang, B.Eng. MGM Consulting Inc.

M.L.Stairs, P. Eng.

LEGEND: DRAINAGE AREA (ha) RUN-OFF CO-EFFICIENT

255 RUHL DRIVE, MILTON, ON 3 STOREY MEDICAL BUILDING

PRE-DEVELOPMENT DRAINAGE AREAS

FIGURE #1

CONSULTING INC Consulting Engineering & Project Management 400 Bronte Street South Suite 201 Milton, Ontario L9T 0H7

Tel: (905 )567-8678 Fax: (905 )875-1339 Email: [email protected] www.mgm.on.ca

DATE:MAY 26,2016 SCALE: 1:1000 DWG#2016-011-C1

LEGEND: DRAINAGE AREA (ha)

EXTERNAL AREA NO. 1

RUN-OFF CO-EFFICIENT UNATTENUATED AREA

EXTERNAL AREA

EXTERNAL AREA NO. 2

255 RUHL DRIVE, MILTON, ON 3 STOREY MEDICAL BUILDING

POST-DEVELOPMENT DRAINAGE AREAS

FIGURE #2

CONSULTING INC Consulting Engineering & Project Management 400 Bronte Street South Suite 201 Milton, Ontario L9T 0H7

Tel: (905 )567-8678 Fax: (905 )875-1339 Email: [email protected] www.mgm.on.ca

DATE:MAY 26,2016 SCALE: 1:1000 DWG#2016-011-C2

APPENDIX A STORMWATER MANAGEMENT CALCULATIONS

Appendix A Ruhl Building

PROPOSED 3 STOREY BUILDING 255 RUHL DRIVE, MILTON, ONTARIO STORMWATER MANAGEMENT CALCULATIONS 1.0 Redevelopment Drainage Area Characteristics 1.0 Proposed Conditions 1.1 Existing Drainage Areas (see Figure No. 1):

Gravel Concrete/Roof Landscape

"c"

Area (ha)

0.60 0.95 0.25

0.004 0.044 0.961

Total Unattenuated Area:

1.009

Exisiting Imperviousness

0.28

1.2 Proposed Drainage Areas (see Figure No. 2) Attenuated areas Landscape Asphalt Concrete/Roof Controlled Roof

"c"

Area (ha)

0.25 0.90 0.95 0.95

0.179 0.306 0.000 0.083

Total Attenuated Area: Unattenuated areas Landscape Asphalt + Roof

0.568 "c"

Area (ha)

0.25 0.90

0.219 0.222

Total Unattenuated Area: External Drainage Areas 1 Landscape

0.441 "c"

Area (ha)

0.25

0.191

Total Unattenuated Area:

0.191

Total

1.009

Total + External Proposed Imperviousness

1.200 0.65

As indicated, the proposed development will cause an increase in the imperviousness of the site. 1.3 Drainage areas to Storm Ceptor External Drainage Area 2: Landscape Asphalt/Concrete Gravel

"c"

Area (ha)

0.25 0.90 0.60

0.673 0.147 0.019

Total area of site + Two External Areas: Proposed Imperviousness

2.039 0.497

2.0 Allowable Post Development Flows 2.1 Allowable Flows from Area to be Redeveloped

Page 1 of 3

Appendix A Ruhl Building

Post development flows from the redevelopment area for the 5 and 100 year storm event are to be controlled to the pre-development flow rate based on an existing coefficient of 0.45 from subdivision designed drainage area Storm Tc I C A Q (allow.) (years) (min) (mm/hr) (ha) (cms) 5 10 105.3 0.45 1.200 0.1579 100 10 174.1 0.45 1.200 0.2612 3.0 Rooftop Controlled Flow and Storage Calculations Flow from roof area is to be controlled with the installation of Zurn " Control-Flo" roof drains. Total Roof Area = Total No. of Hoppers= 1 weir per Hopper Weir Rating= Max ponding depth = Peak Flow from roof = Storage provided =

0.083 3

ha

0.15 100 0.0045 27.7

l/sec/cm mm. cu.m./s cu.m.

4.0 Storage Calculations 4.1 Five Year Site Storage Rainfall Duration min. 10 15 20 25

s 600 900 1200 1500

5 Year Controlled Rainfall Roof Flow Intensity (I) mm/h cms 105.3 0.0045 84.3 0.0045 70.9 0.0045 61.5 0.0045

Attenuated Flow From External cms 0.0140 0.0112 0.0094 0.0082

Attenuated Flow

Unattenuated Flow

Controlled Flow

cms 0.0936 0.0750 0.0630 0.0546

cms 0.0744 0.0596 0.0501 0.0435

cms 0.0800 0.0800 0.0800 0.0800

Attenuated Flow From External cms 0.0231 0.0185 0.0156 0.0136

Attenuated Flow

Unattenuated Flow

Controlled Flow

cms 0.1548 0.1242 0.1046 0.0909

cms 0.1231 0.0988 0.0832 0.0723

cms 0.1020 0.1020 0.1020 0.1020

Aprox. Detention Volumes cu.m. 19.3 9.6 -3.7 -19.0

4.2 One Hundred Year Site Storage Rainfall Duration min. 10 15 20 25

s 600 900 1200 1500

100 Year Controlled Rainfall Roof Flow Intensity (I) mm/h cms 174.1 0.0045 139.7 0.0045 117.7 0.0045 102.3 0.0045

* See controlled flow calculations in Section 4.0. 5.0 Controlled Flow Calculations Flows from the proposed storm system are to be controlled with the installation of an orifice over the outlet at manhole 1 as indicated on the site servicing plan. 5 year ponding elevation = 100 year ponding elevation =

204.03 204.69

m. m.

Orifice equation: Q = CA(2hg)^0.5, where, orifice invert elev. = 202.88 m. c= 0.62 g= 9.81 cu.m./sec Orifice Diameter = 190 mm. A= 0.0284 sq.m. centreline orifice = 202.98 m.

5 year storm = 100 year storm =

h (m)

Q (cms)

Attenuated Flow + Unattenuated Flow = Total Site Flow (cms)

1.06 1.72

0.0800 0.1020

0.1544 0.2251

Page 2 of 3

0.1579 0.2612

Aprox. Detention Volumes cu.m. 48.3 40.7 27.3 10.5

Appendix A Ruhl Building

6.0 On-Site Storage Provided 6.1 Storm Sewer Pipe Storage The detention volume available within the storm sewer pipes are as follows: From To CBMH7 CBMH8 CBMH8 CBMH9 CB10 TEE MH6 CBMH7 STMTECH CBMH7 Total Pipe Storage =

Size 450 525 300 375 300

Length 33.3 55.8 18.7 5.0 13.5

Vol. (cu.m.) 5.3 12.1 1.3 0.6 1.0 20.2 cu.m.

6.2 Surface Storage Maximum Ponding Provided (100 year ponding) Grate Elev. Ponding Structure Elevation Elevation Area CBMH7 204.62 204.69 17

Depth 0.07

Volume 0.40

Total SurfaceStorage =

0.40

6.3 Stormtech Chambers Storage Stormtech Chambers are proposed to provide the required storage for 5yr and 100yr storm event. Trench dimension = 6.5x10.6x0.77 Number of chambers = 14 Stone Foundation Depth = 150mm Total volume provided = 29 cu.m

Total 5 Year Storage Available Total 100 Year Storage Available

46.2 49.6

cu.m. cu.m.

7.0 Sum m ary

5 Year 100 Year

Allowable Pre- Total Postdevelopment developmen Flow rate t Flow Rate (cu.m/s) (cu.m/s) 0.1579 0.1544 0.2612

0.2251

Storage Required (cu.m)

Storage Provided (cu.m)

19.3

46.2

48.3

49.6

Page 3 of 3

cu.m.

MGM CONSULTING Inc. STORM SEWER DESIGN SHEET Medical Building 255 Ruhl Dr., Milton, Ontario Location Manhole

Invert

from

Manhole

Areas Invert

CB10

m.

Rainfall

Cumulative

Weighted

Incremental

Cumulative

Coefficent C

A *C

A*C

ha

Area ha

to m.

A *C

Area

Flow

Time

Intensity

min

I5 mm/hr.

TEE

0.204

0.204

0.55

0.111

0.111

CBMH9

0.083

0.083

0.95

0.079

0.079

CBMH9

MH8

0.153

0.153

0.46

0.071

0.182

10.3

103.6

CBMH8

CBMH7

0.182

11.0

100.2

CBMH7

MH6

0.388

11.4

98.2

MH6

CBMH5

CBMH5

CBMH4

0.070

0.743

0.82

0.057

0.057

11.8

CBMH4

CBMH3

0.022

0.765

0.93

0.021

0.078

External

CBMH3

0.284

0.284

0.25

0.071

CBMH3

CBMH2

0.045

1.094

0.81

External

CBMH2

0.519

0.519

CBMH2

STC-4000

0.033

1.646

STC-400

EX.CBMH

Controlled Roof

n=

0.013

0.316

0.673

Max. Flow

Max Velocity

Length

Time in

%

Q max cms

V max m./sec.

m.

Section min.

0.97

18.7

0.32

0.057

525

0.5

0.305

1.41

55.8

0.66

0.055

450

0.5

0.202

1.27

33.3

0.44

0.110

375

1.0

0.176

1.59

5.0

0.05

0.106

300

4.2

0.199

2.81

52.8

0.31

96.5

0.121

300

4.0

0.194

2.74

22.3

0.14

11.9

95.9

0.126

300

4.0

0.194

2.74

39.5

0.24

0.071

10.0

105.3

0.021

300

1.0

0.097

1.37

39.5

0.48

0.037

0.185

12.2

94.9

0.154

300

4.0

0.194

2.74

24.4

0.15

0.45

0.232

0.232

10.0

105.3

0.068

300

1.0

0.097

1.37

39.5

0.48

0.78

0.026

0.443

12.3

94.3

0.222

375

4.0

0.351

3.18

24.4

0.13

0.443

12.4

93.7

0.221

375

4.0

0.351

3.18

5.4

0.03

0.005

0.673 Controlled flow from site at 5yr storm event

1.646

Slope

0.068

0.206

0.033

Size mm.

0.5

0.65

105.3

Pipe Q cms

300

0.357

10.0

By: Calvin Dang Date: Sept 21, 2016 Sewer Design

Project No. THE REGIONAL MUNICIPALITY OF HALTON

SANITARY SEWER DESIGN SHEET

Des. By:

Tributary Area Hectare

Street Office/Industrial

Total

Res. ha 1.009

Increment Comm. ha

Population Tributary

Total Ind. ha

Res.

Increment Comm.

Total

1.01 0.00

125

125 0

255 Ruhl Drive 31-May-16 CD

SEWER

Average Increment

Average Total

Peaking

Max.

Infiltration

Max. Flow

L/s

L/s

Factor

m3/s

L/s

L/s

0.398 0.000

0.398 0.000

3.373 3.600

1.342 0.000

0.289 0.000

1.630 0.000

Ind.

ha

2016-011

Subdivision: Date:

1.630

Chk. By:

MLS

REMARKS

PIPE

Q

V m/S

mm.

%

L/s

Full Flow

150

4.00

30.471

1.72

Act. Flow

Type

n

Class

PVC

0.013

SDR35

APPENDIX B WATER DEMAND CALCULATIONS

Medical Building Fire Flow Calculation The FUS requires that a minimum water supply source 'F' be provided at 140 kPa The min flow 'F' can be calculated as such: F=220C√A where: F- Required fire flow in L/min C- Coefficient related to construction A- Total area in sq.m C=

0.8 (Non-combusitble construction )

For non-combustible construction, the area shall be a total of all floors (excluding basements at least 50 percent below grade) in the building being considered. A=

7973 sq.m

Therefore, F= 15715.33 L/min = 16000 L/min (rounded to nearest 1000) Reduction Factors: F'=F*f1*f2 where: f1- Occupancy factor Low hazard occupancy, f1 =

25%

Therefore, the reduction due to low hazard occupancy = and F = 12000 l/min

4000 l/min.

f2- Sprinkler protection factor Based on fully automated sprinkler system, maximum reduction = Reduction =

6000 L/min

Exposure Factors: F" = F'*f3 where: f3- Exposure factor not to exceed 75%

50%

Separation between subject building and other structures, and associated charges are as follows: Distance (m) North Side South Side East Side West Side

>45 ROAD >45 ROAD

Total The total increase for exposures is and the increase due to exposures = The resulting required minimum flow, F =

Charge 0% 0% 0% 0% 0% 0% 0 6000

l/min

Therefore a minimum flow of approximately 6000 at the nearest hydrant with a minimum pressure of 140 kPa.

L/min must be available

Note: This fireflow calculation has been prepared as a guide only. Confirmation should be obtained from a Fire Protection professional for confirmation

Water Demand Calculation Medical Building 255 Ruhl Dr., Milton Date: Sept 21, 2016 According to Table 2-1 and Table 2-2, Design Criteria Region of Halton Commercial Office/Light Commercial Total equivalent population to be 125 persons serviced Average Day Service Demand 34375 (L/ha/day) Total Lands to be Serviced 1.0090 ha

No.

1 2 3 4

1.0090 ha

Water Demands Demand type Average day flow Maximum day flow Peak hour flow Fire Flow

Commercial

Demand (units) Residential 0.405 L/s 0.911 L/s 0.911 L/s 100.0 L/s

Total 0.405 L/s 0.911 L/s 0.911 L/s 100.0 L/s

Analysis 5 6 7

Maximum day plus fire flow Peak hour flow Maximum demand flow

100.91 L/s 0.911 L/s 100.91 L/s

APPENDIX C STORMCEPTOR REPORT

Detailed Stormceptor Sizing Report – Medical Building Project Information & Location Project Name

Medical Building

Project Number

2016-011

City

Milton

State/ Province

Ontario

Country

Canada

Date

5/31/2016

EOR Information (optional)

Designer Information Name

Calvin Dang

Name

Company

MGM Consulting

Company

Phone #

416-985-1214

Phone #

Email

[email protected]

Email

Stormwater Treatment Recommendation 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

Medical Building

Recommended Stormceptor Model

STC 4000

Target TSS Removal (%)

80.0

TSS Removal (%) Provided

81

PSD

Fine Distribution

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.

Stormceptor Sizing Summary Stormceptor Model

% TSS Removal Provided

% Runoff Volume Captured Provided

STC 300

58

70

STC 750

70

84

STC 1000

71

84

STC 1500

72

84

STC 2000

76

90

STC 3000

77

90

STC 4000

81

95

STC 5000

82

95

STC 6000

85

97

STC 9000

88

98

STC 10000

88

98

STC 14000

91

99

Stormceptor MAX

Custom

Custom

Stormceptor Detailed Sizing Report – Page 1 of 8

Stormceptor The 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

Hydrology Analysis PCSWMM 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

45°30'N, 90°30'W

Total Evaporation (mm)

709.9

Elevation (ft)

328

Total Infiltration (mm)

6173.0

Years of Rainfall Data

18

Total Rainfall that is Runoff

6302.5

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.

Stormceptor Detailed Sizing Report – Page 2 of 8

Up Stream Storage

Drainage Area Total Area (ha)

2.03

Storage (ha-m)

Discharge (cms)

Imperviousness %

53.0

0.000

0.000

Up Stream Flow Diversion

Water Quality Objective

Max. Flow to Stormceptor (cms)

TSS Removal (%)

80.0

Runoff Volume Capture (%)

90.00

Design Details

Oil Spill Capture Volume (L)

Stormceptor Inlet Invert Elev (m)

Peak Conveyed Flow Rate (L/s)

Stormceptor Outlet Invert Elev (m)

Water Quality Flow Rate (L/s)

Stormceptor Rim Elev (m) Normal Water Level Elevation (m) Pipe Diameter (mm)

375

Pipe Material

PVC - plastic

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

Stormceptor Detailed Sizing Report – Page 3 of 8

Site Name

Medical Building

Site Details Drainage Area

Infiltration Parameters

Total Area (ha)

2.03

Imperviousness %

53.0

Surface Characteristics

Horton’s equation is used to estimate infiltration Max. Infiltration Rate (mm/hr)

61.98

Min. Infiltration Rate (mm/hr)

10.16

Width (m)

285.00

Decay Rate (1/sec)

0.00055

Slope %

2

Regeneration Rate (1/sec)

0.01

Impervious Depression Storage (mm)

0.508

Evaporation

Pervious Depression Storage (mm)

5.08

Daily Evaporation Rate (mm/day)

Impervious Manning’s n

0.015

Pervious Manning’s n

0.25

2.54

Dry Weather Flow Dry Weather Flow (lps)

0

Winter Months

Maintenance Frequency Maintenance Frequency (months) >

12

Winter Infiltration

TSS Loading Parameters TSS Loading Function

Buildup/Wash-off Parameters

TSS Availability Parameters

Target Event Mean Conc. (EMC) mg/L

Availability Constant A

Exponential Buildup Power

Availability Factor B

Exponential Washoff Exponent

Availability Exponent C Min. Particle Size Affected by Availability (micron)

Stormceptor Detailed Sizing Report – Page 4 of 8

0

Cumulative Runoff Volume by Runoff Rate Runoff Rate (L/s)

Runoff Volume (m³)

Volume Over (m³)

Cumulative Runoff Volume (%)

1

22.972

105.936

17.8

4

61.508

67.407

47.7

9

90.036

38.887

69.8

16

105.56

23.351

81.9

25

113.718

15.195

88.2

36

118.58

10.33

92.0

49

121.679

7.232

94.4

64

123.811

5.099

96.0

81

125.311

3.599

97.2

100

126.327

2.583

98.0

121

127.067

1.843

98.6

144

127.578

1.332

99.0

169

127.934

0.976

99.2

196

128.111

0.798

99.4

225

128.212

0.698

99.5

256

128.297

0.613

99.5

289

128.38

0.529

99.6

324

128.435

0.474

99.6

361

128.484

0.425

99.7

400

128.526

0.383

99.7

441

128.563

0.346

99.7

484

128.602

0.308

99.8

529

128.642

0.267

99.8

576

128.685

0.225

99.8

625

128.729

0.181

99.9

676

128.771

0.139

99.9

729

128.803

0.107

99.9

Stormceptor Detailed Sizing Report – Page 5 of 8

Stormceptor Detailed Sizing Report – Page 6 of 8

Rainfall Event Analysis Rainfall 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

Stormceptor Detailed Sizing Report – Page 7 of 8

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

Stormceptor Detailed Sizing Report – Page 8 of 8