75 third street development - Town of Collingwood

75 THIRD STREET DEVELOPMENT Town of Collingwood

Stormwater Management Report

prepared by:

C.C. Tatham & Associates Ltd. 115 Sandford Fleming Drive, Suite 200 Collingwood, ON L9Y 5A6 Tel: (705) 444-2565 Fax: (705) 444-2327 [email protected]

prepared for

Patrick Molloy February 2017 CCTA File 116225

Table of Contents 1

Introduction

1

1.1

Site Description

1

1.2

Objectives

1

1.3

Guidelines & Background Reports

1

2

Pre-Development Drainage Conditions

3

2.1

Background Information

3

2.2

Existing Conditions

3

3

Post-Development Drainage Conditions

5

3.1

Design Criteria

5

3.1.1

Stormwater Quality Control

5

3.1.2

Stormwater Quantity Control

5

3.1.3

Siltation and Erosion Control

5

3.2

Proposed Development

5

4

Proposed SWM Plan

7

4.1

Preferred SWM Strategy

7

4.1.1

Water Quality

7

4.1.2

Water Quantity

8

5

Inspection and Maintenance

9

6

Siltation & Erosion Plan

10

7

Conclusion & Recommendations

11

Appendices Appendix A: Pre-Development Hydrology Calculations Appendix B: Post-Development Hydrology Calculations Appendix C: SWM Facility Design Calculations Appendix D: Correspondence with NVCA Appendix E: Drawings

List of Tables Table 1: Pre-Development Peak Flow Summary

4

Table 2: Post-Development Peak Flow Summary

8

Table 3: Cultec Recharger 150XLHD Underground Storage Function

9

List of Figures Figure 1: Key Plan

List of Drawings SWM-1: Existing Storm Infrastructure DP–1: Pre-Development Drainage Plan DP–2: Post-Development Drainage Plan SSG–1: Site Servicing and Grading Plan DE-1: Details and Notes

2

1

Introduction C.C. Tatham & Associates Ltd. (CCTA) has been retained by Patrick Molloy to prepare a Stormwater Management (SWM) Report in support of a Site Plan Approval application for a proposed two-storey multi-use commercial/residential development located at 75 Third Street in the Town of Collingwood.

1.1

Site Description The site consists of approximately 0.06 ha of land located 60 m west of the intersection of Pine Street and Third Street in the Town of Collingwood. The site is currently vacant and is covered primarily in grass and compact gravel. An existing gravel laneway off of Pine Street that connects to the subject property at the rear (north) serves as the sites primary access. The subject property is bounded by Third Street to the south, residential properties to the north and west and commercial/institutional buildings to the east. Figure 1 illustrates the location of the subject property.

1.2

Objectives The primary objective of this report is to demonstrate that the proposed development will not adversely affect local drainage conditions and surface water quantity or water quality. This will be accomplished by evaluating the effect of the development on the local drainage system and, where necessary, provide engineering solutions to mitigate any adverse impacts. This will involve an evaluation and comparison of existing and proposed site conditions.

1.3

Guidelines & Background Reports This report was prepared recognizing provincial guidelines on water resources and the environment, including the following publications:

The Ministry of Environment (MOECC) Stormwater Management Practices Planning and Design Manual (March 2003); Town of Collingwood Development Standards (July 2007); and Nottawasaga Valley Conservation Authority NVCA Stormwater Technical Guide (December 13 2013).

75 Third Street Development Stormwater Management Report

Page 1 February 2017

2

Pre-Development Drainage Conditions

2.1

Background Information Information regarding the existing topography, ground cover and drainage patterns was obtained through the collection of detailed topographic survey data, background plans and utilizing GIS software. The background information was confirmed during a site visit.

2.2

Existing Conditions The topographic survey information collected indicates that the entire site gently slopes towards the rear (north) of the subject property towards the existing gravel laneway. The topographic survey also suggests that the existing topography generally continues to fall in a north-easterly direction towards Pine Street. The existing storm sewer system on Pine Street commences approximately 30m north of the gravel laneway and flows northerly, then easterly into the Ste. Marie system before outletting to Georgian Bay. There is existing storm infrastructure on Third Street and surface water is conveyed via gravity easterly towards Ste. Marie Street, where it continues northerly towards Georgian Bay. The existing downstream storm infrastructure can be referenced in Dwg. SWM-1. A weighted runoff coefficient for the existing condition of the subject property (catchment 101) was calculated based on the MTO Drainage Manual, utilizing pasture (grass) and compact gravel areas. The weighted runoff coefficient was calculated to be 0.36 and this was used to perform predevelopment stormwater management modelling. The existing site conditions were calculated using the Autodesk Storm and Sanitary Analysis (2014) design modelling software. Per the Town of Collingwood Development Standards, an IDF curve from Owen Sound (2012) was utilized for modelling purposes. The pre-development peak runoff rate results are summarized in Table 1 below. Supporting calculations are enclosed digitally on a CD at the end of this report. The pre-development drainage patterns are depicted on the appended Drawing DP-1 enclosed.



Table 1: Pre-Development Peak Flow Summary

Storm Event

Runoff Volume (mm/ha) Catchment 101

Peak Flow Rate (L/s) Catchment 101

2-year

5.68

3.75

5-year

7.45

4.93

10-year

8.64

5.71

25-year

10.13

6.69

50-year

11.26

7.44

100-year

12.37

8.18



3

Post-Development Drainage Conditions

3.1

Design Criteria The Stormwater Management Report is subject to the review and approval of the Town of Collingwood. We understand through email correspondence with the NVCA, dated September 20, 2016, that their review and approval of this Stormwater Management Report is not required. The email correspondence can be referenced in Appendix D. Therefore constraints and criteria set forth by the Town of Collingwood for the stormwater management plan for post-development conditions are summarized below.

3.1.1

Stormwater Quality Control Water quality controls must be provided to satisfy the MOECC SWM Practices Planning and Design Manual. Georgian Bay is the ultimate receiving waterbody for site drainage and enhanced level water quality protection, which corresponds to 80% total suspended solids (TSS) removal, is required.

3.1.2

Stormwater Quantity Control Post-development peak flow rates must be controlled to pre-development rates for all design storms including 2-year through the 100-year events to mitigate adverse impacts downstream. Safe conveyance must also be provided for the Regulatory Storm event. The approach to match proposed conditions peak flows rates to existing conditions levels was suggested by Town staff in a memorandum dated September 21, 2016 following a pre-consultation meeting.

3.1.3

Siltation and Erosion Control Recommendations for a siltation and erosion control strategy will be provided for implementation during construction. Refer to Section 6 for further details.

3.2

Proposed Development The proposed development will include a two-storey multi-use commercial/residential building with an approximate building envelope of 219m2. The grading design under post-development conditions resulted in two distinct catchment areas as can be referenced in Dwg. DP-2. Catchment 201 has a weighted runoff coefficient of 0.73 as a result of the landscaped areas, grass swales, asphalt parking and building area. Drainage from this catchment will flow overland towards the northeast corner of the subject property where it will be collected by a ditch inlet and conveyed via storm pipes through an underground storage system and an oil grit separator, eventually discharging to the existing storm sewer system on Third Street. The roof leaders will discharge into dry swales which will eventually outlet to the ditch inlet. 75 Third Street Development Stormwater Management Report


The northern most portion of the site (catchment 202) has a weighted runoff coefficient of 0.52 as a result of the landscaped/grassed areas and asphalt parking area. Drainage from this catchment will flow uncontrolled towards the gravel laneway and eventually Pine Street, similar to pre-development conditions.



4

Proposed SWM Plan The proposed stormwater management strategy identified for this development will use dry swales along the side property lines and at the rear of the property prior to discharging to the ditch inlet to maximize water quality treatment and flow volume reduction. An underground storage system (Cultec Recharger 150XLHD) will be implemented as the end-of-pipe control with oil and grit separator (OGS) downstream of the system. Although a geotechnical investigation has not yet been completed for the subject property, bedrock is believed to be approximately 0.5-1.0 m below ground surface. Therefore the proposed underground storage system is a shallow system and fill will be imported to the site to raise the grade and minimize bedrock excavation.

4.1

Preferred SWM Strategy Drainage from the majority of the site (catchment 201) will drain to the underground storage system, with a small portion of the site, consisting predominantly of landscaped area and some impervious area (catchment 202), draining uncontrolled towards the gravel laneway. An OGS is proposed at the upstream end of the underground storage unit for water quality treatment. The outflow from the underground storage system will then be controlled by a 60 mm orifice prior to discharging to the existing storm infrastructure on Third Street. The underground storage system layout, cross-sections and additional information is shown on Dwg DE-1.

4.1.1

Water Quality The Cultec Recharger 150XLHD system is designed with an isolator/separator row to trap sediment and debris within a single accessible row of the underground system. The separator row is enclosed with a permeable filter fabric in accordance with the Manufacturer’s recommendation. While it provides a water quality benefit it is not anticipated that the isolator/separator row will provide the necessary water quality treatment. Cultec recommends inspection of the separator row to be performed every six months for the first year of service. Future inspection frequency can be adjusted based upon previous inspection observations. At a minimum, annual inspections are recommended. Inspection of the separator row can be achieved via an inspection port riser installed during construction. This inspection port riser will connect the top of the separator row chambers to finished grade with a removable lid. Flushing and vacuum service is required when the depth of sediment exceeds 76 mm (3 inches). In addition to the Cultec treatment and storage system, an OGS designed to provide at least 80% total solids removal and treat the surface runoff will be installed downstream of the underground storage system. A Stormceptor STC300 treatment unit or approved equal is proposed for the site. The treatment unit will provide 91% total suspended solids removal for the site, which exceeds Provincial water quality standards. The Stormceptor unit has been sized using the sizing tool available from the 75 Third Street Development Stormwater Management Report


manufacturer’s website. The Stormceptor STC300 sizing calculations are attached in Appendix C for reference. The location of the oil and grit separator is illustrated on the Site Servicing and Grading Plan Drawing SSG-1. No specific water quality controls are proposed for catchment 202 as the area is predominantly landscape.

4.1.2

Water Quantity The Autodesk Storm and Sanitary Analysis (2014) software was utilized to determine peak flow rates from the subject site under existing and proposed conditions for the 2- through 100-year storm events. IDF curve data from the Atmospheric Environment Services Owen Sound Station was used to calculate peak flows. Modelling of the post-development stormwater management system was then used to determine the required water quantity storage volume to attenuate the post-development peak flow rates to pre-development levels. A summary of proposed condition peak flow rates is provided in Table 2. Supporting calculations for post-development peak flows are provided in Appendix B. Table 2: Post-Development Peak Flow Summary Storm Event

Peak Flow (L/s) Catchment 201 (Controlled) to Third St.

Peak Flow (L/s) Catchment 202 (Uncontrolled) to Pine St.

Total Peak Flow (L/s) from Site

2-year

3.16

0.54

3.70 (3.75)

5-year

3.67

0.71

4.38 (4.93)

10-year

3.99

0.83

4.82 (5.71)

25-year

4.38

0.97

5.35 (6.69)

50-year

4.66

1.08

5.74 (7.44)

100-year

4.94

1.18

6.12 (8.18)

Note: values in brackets represent pre-development condition flows

The results shown in Table 2 confirm that the post-development peak flow rates that will leave the site are maintained at pre-development levels for all design storms. There is a small decrease in flows proposed to discharge overland north to Pine Street and a corresponding small increase to the Third Street storm system. Overall this is considered an improvement from pre-development conditions. The water quantity storage volume and water surface elevations are demonstrated in Table 3. To maintain the 100-year design storm storage below ground, 8.08 m3 of storage is required, while the Cultec Recharger 150 XLHD System provides 12.35 m3.



Table 3: Cultec Recharger 150XLHD Underground Storage Function Storm Event

Storage Depth (m)

Water Surface Elevation (m)

Storage Required (m3)

2-year

0.20

180.66

3.12

5-year

0.26

180.72

4.44

10-year

0.30

180.76

5.31

25-year

0.35

180.81

6.38

50-year

0.40

180.86

7.41

100-year

0.44

180.90

8.21

The design of the outlet configuration for the underground storage facility consists of:

a 1.75 m 300 mm dia. HDPE pipe outletting from the underground storage unit to STM MH1; and a 60 mm diameter orifice plate will be located in STM MH1 with an invert elevation of 180.37.

The stage-storage-discharge table for the underground storage facility is included in Appendix B enclosed digitally. Further design details are provided in the Drawing SSG-1. Emergency overland flows for storm events greater than the 100-year will be directed overland across the laneway northeasterly towards Pine Street.

5

Inspection and Maintenance The 60 mm diameter orifice will require bi-monthly inspections during construction before vegetation is established and during winter months to ensure that it is free of debris and build-up that may impair its functionality. If the orifice clogs during an infrequent rainfall event, there is available capacity in the Cultec underground storage units, parking lot storage and storage within the false berm area available to accommodate and temporarily store the water. Inspection of the Cultec separator row will also be required bi-monthly inspections during construction before vegetation is established and during winter months utilizing the inspection ports. Flushing and vacuum service is required when the depth of sediment exceeds 76 mm (3 inches).



6

Siltation & Erosion Plan Siltation and erosion controls will be implemented for all construction activities, including topsoil stripping, material stockpiling, entrance/parking area construction and grading operations. The detailed erosion and sediment control measures to be implemented during and after construction may include the following:

Heavy duty silt fence will be erected around the perimeter of the site before any grading operations commence to control sediment movement; A construction vehicle entrance will be constructed and maintained consisting of a stone mud mat to reduce off-site tracking of materials; and Inlet structures will be fitted with catch basin sediment traps during construction activities and cleaned out as required and prior to certification of the works.



APPENDIX A: PRE-DEVELOPMENT HYDROLOGY CALCULATIONS

Autodesk Storm and Sanitary Analysis

PRE-DEVELOPMENT SCHEMATIC

2-YEAR OWEN SOUND INTENSITY-DURATION-FREQUENCY (IDF) RAINFALL DATA 2012

Project Description File Name ............................................................................. 75 Third Street.SPF

Project Options Flow Units ............................................................................. Elevation Type ...................................................................... Hydrology Method ................................................................. Time of Concentration (TOC) Method .................................. Link Routing Method ............................................................. Enable Overflow Ponding at Nodes ...................................... Skip Steady State Analysis Time Periods ............................

LPS Elevation Rational FAA Kinematic Wave YES NO

Analysis Options Start Analysis On .................................................................. End Analysis On ................................................................... Start Reporting On ................................................................ Antecedent Dry Days ............................................................ Runoff (Dry Weather) Time Step .......................................... Runoff (Wet Weather) Time Step ........................................ Reporting Time Step ............................................................ Routing Time Step ................................................................

Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30

Number of Elements Rain Gages ........................................................................... Subbasins.............................................................................. Nodes.................................................................................... Junctions ...................................................................... Outfalls ......................................................................... Flow Diversions ........................................................... Inlets ............................................................................ Storage Nodes ............................................................. Links...................................................................................... Channels ...................................................................... Pipes ............................................................................ Pumps .......................................................................... Orifices ......................................................................... Weirs ............................................................................ Outlets .......................................................................... Pollutants .............................................................................. Land Uses ............................................................................

Qty 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0

Rainfall Details Return Period........................................................................ None year(s)

00:00:00 23:00:00 00:00:00 days days hh:mm:ss days hh:mm:ss days hh:mm:ss seconds

Subbasin Summary SN Subbasin Area ID

1 Sub-03

Weighted Average Flow Total Total Total Peak Time of Runoff Slope Length Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ha) (%) (m) (mm) (mm) (ha-mm) (lps) (days hh:mm:ss) 0.06 0.3600 2.4000 33.00 15.76 5.68 0.34 3.75 0 00:15:00

Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (m) (m) (m) (m) (m²) (lps) (m) (m) (m) (days hh:mm) (ha-mm) (min) 1 Out-03 Outfall 0.00 0.00 0.00

Subbasin Hydrology Subbasin : Sub-03 Input Data Area (ha) ................................................................ Weighted Runoff Coefficient .................................. Average Slope (%) ................................................. Flow Length (m) .....................................................

0.06 0.3600 2.4000 33.00

Runoff Coefficient Soil/Surface Description Pasture, 25 years or greater Parking, 25 years or greater Composite Area & Weighted Runoff Coeff.

Area (ha) 0.05 0.01 0.06

Time of Concentration TOC Method : FAA Sheet Flow Equation : Tc = ((0.03 * (1.1 - C)) * ((Lf^0.5) * (Sf^-0.333))) Where : Tc = Time of Concentration (hr) C = Runoff Coefficient Lf = Flow Length (ft) Sf = Slope (%) User-Defined TOC override (minutes): 15.00

Subbasin Runoff Results Total Rainfall (mm) ................................................. Total Runoff (mm) .................................................. Peak Runoff (lps) ................................................... Rainfall Intensity ..................................................... Weighted Runoff Coefficient .................................. Time of Concentration (days hh:mm:ss) ................

15.76 5.68 3.75 63.051 0.3600 0 00:15:00

Soil Group A (2-6%) A (0-2%)

Runoff Coeff. 0.25 0.95 0.36

Subbasin : Sub-03






Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0




1 Sub-03




0.06 0.3600 2.4000 33.00


Area (ha) 0.05 0.01 0.06



20.70 7.45 4.93 82.787 0.3600 0 00:15:00

Soil Group A (2-6%) A (0-2%)

Runoff Coeff. 0.25 0.95 0.36

Subbasin : Sub-03






Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0




1 Sub-03




0.06 0.3600 2.4000 33.00


Area (ha) 0.05 0.01 0.06



24.01 8.64 5.71 96.021 0.3600 0 00:15:00

Soil Group A (2-6%) A (0-2%)

Runoff Coeff. 0.25 0.95 0.36

Subbasin : Sub-03






Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0




1 Sub-03




0.06 0.3600 2.4000 33.00


Area (ha) 0.05 0.01 0.06



28.12 10.13 6.69 112.495 0.3600 0 00:15:00

Soil Group A (2-6%) A (0-2%)

Runoff Coeff. 0.25 0.95 0.36

Subbasin : Sub-03






Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0




1 Sub-03




0.06 0.3600 2.4000 33.00


Area (ha) 0.05 0.01 0.06



31.27 11.26 7.44 125.062 0.3600 0 00:15:00

Soil Group A (2-6%) A (0-2%)

Runoff Coeff. 0.25 0.95 0.36

Subbasin : Sub-03






Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0




1 Sub-03




0.06 0.3600 2.4000 33.00


Area (ha) 0.05 0.01 0.06



34.37 12.37 8.18 137.488 0.3600 0 00:15:00

Soil Group A (2-6%) A (0-2%)

Runoff Coeff. 0.25 0.95 0.36

Subbasin : Sub-03

APPENDIX B: POST-DEVELOPMENT HYDROLOGY CALCULATIONS

Autodesk Storm and Sanitary Analysis

POST-DEVELOPMENT SCHEMATIC


Project Description File Name ............................................................................. 75 Third Street.SPF Description ............................................................................ 75 Third Street Development, Collingwood




Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 2 6 3 2 0 0 1 4 0 3 0 1 0 0 0 0




1 201 2 202

Weighted Average Flow Total Total Total Peak Time of Runoff Slope Length Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ha) (%) (m) (mm) (mm) (ha-mm) (lps) (days hh:mm:ss) 0.05 0.7300 3.0000 18.00 15.76 11.51 0.62 6.85 0 00:15:00 0.01 0.5200 5.0000 4.50 15.76 8.20 0.05 0.54 0 00:15:00

Node Summary SN Element Element ID Type

1 2 3 4 5 6

Jun-06 Jun-07 Jun-08 Out-02 Out-05 Stor-05

Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (m) (m) (m) (m) (m²) (lps) (m) (m) (m) (days hh:mm) (ha-mm) (min) Junction 180.52 181.35 0.00 181.02 71.00 6.85 180.58 0.00 0.77 0 00:00 0.00 0.00 Junction 180.37 181.68 0.00 181.68 0.00 3.16 180.41 0.00 1.27 0 00:00 0.00 0.00 Junction 180.50 181.50 0.00 181.50 0.00 6.84 180.56 0.00 0.94 0 00:00 0.00 0.00 Outfall 181.13 0.54 181.13 Outfall 180.28 3.16 180.32 Storage Node 180.46 181.08 0.00 0.00 6.84 180.66 0.00 0.00

Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (m) (m) (m) (%) (m) (lps) (lps) (m/sec) (m) (min) 1 Link-09 Pipe Jun-06 Jun-08 3.30 180.52 180.50 0.6100 0.300 0.0130 6.84 75.29 0.09 0.66 0.06 0.20 0.00 Calculated 2 Link-10 Pipe Jun-07 Out-05 33.60 180.37 180.28 0.2700 0.300 0.0130 3.16 68.38 0.05 0.49 0.04 0.15 0.00 Calculated 3 Link-11 Pipe Jun-08 Stor-05 2.00 180.48 180.46 1.0000 0.300 0.0130 6.84 136.76 0.05 1.01 0.05 0.15 0.00 Calculated 4 Orifice-04 Orifice Stor-05 Jun-07 180.46 180.37 0.060 3.16

Subbasin Hydrology Subbasin : 201 Input Data Area (ha) ................................................................ Weighted Runoff Coefficient .................................. Average Slope (%) ................................................. Flow Length (m) .....................................................

0.05 0.7300 3.0000 18.00


Area (ha) 0.01 0.04 0.05



15.76 11.51 6.85 63.051 0.7300 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.15 0.95 0.73

Subbasin : 201

Subbasin : 202 Input Data Area (ha) ................................................................ Weighted Runoff Coefficient .................................. Average Slope (%) ................................................. Flow Length (m) .....................................................

0.01 0.5200 5.0000 4.50

Runoff Coefficient Soil/Surface Description Parking, 25 years or greater Pasture, 25 years or greater Composite Area & Weighted Runoff Coeff.

Area (ha) 0.00 0.00 0.00

Time of Concentration User-Defined TOC override (minutes): 15.00


15.76 8.20 0.54 63.051 0.5200 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.95 0.15 0.52

Subbasin : 202

Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (m) (m) (m) (m) (m) (m) (m) (m²) (m) 1 Jun-06 180.52 181.35 0.83 0.00 -180.52 181.02 -0.33 71.00 0.53 2 Jun-07 180.37 181.68 1.31 0.00 -180.37 181.68 0.00 0.00 0.00 3 Jun-08 180.50 181.50 1.00 0.00 -180.50 181.50 0.00 0.00 0.70

Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (lps) (lps) (m) (m) (m) (m) (m) (m) (days hh:mm) (days hh:mm) (ha-mm) (min) 1 Jun-06 6.85 6.85 180.58 0.06 0.00 0.77 180.52 0.00 0 00:15 0 00:00 0.00 0.00 2 Jun-07 3.16 0.00 180.41 0.04 0.00 1.27 180.37 0.00 0 00:23 0 00:00 0.00 0.00 3 Jun-08 6.84 0.00 180.56 0.06 0.00 0.94 180.50 0.00 0 00:15 0 00:00 0.00 0.00

Pipe Input SN Element Length ID

1 Link-09 2 Link-10 3 Link-11

(m) 3.30 33.60 2.00

Inlet Inlet Outlet Outlet Total Average Pipe Pipe Invert Invert Invert Invert Drop Slope Shape Diameter or Elevation Offset Elevation Offset Height (m) (m) (m) (m) (m) (%) (m) 180.52 0.00 180.50 0.00 0.02 0.6100 CIRCULAR 0.300 180.37 0.00 180.28 0.00 0.09 0.2700 CIRCULAR 0.300 180.48 -0.02 180.46 0.00 0.02 1.0000 CIRCULAR 0.300

Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of Width Roughness Losses Losses Losses Flow Gate Barrels (m) 0.300 0.300 0.300

0.0130 0.0130 0.0130

0.5000 0.5000 0.5000

0.5000 0.5000 0.5000

(lps) 0.0000 0.00 No 0.0000 0.00 No 0.0000 0.00 No

1 1 1

Pipe Results SN Element Peak ID Flow


(lps) 6.84 3.16 6.84

Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (days hh:mm) (lps) (m/sec) (min) (m) (min) 0 00:15 75.29 0.09 0.66 0.08 0.06 0.20 0.00 Calculated 0 00:24 68.38 0.05 0.49 1.14 0.04 0.15 0.00 Calculated 0 00:15 136.76 0.05 1.01 0.03 0.05 0.15 0.00 Calculated

Storage Nodes Storage Node : Stor-05 Input Data Invert Elevation (m) ................................................... Max (Rim) Elevation (m) ........................................... Max (Rim) Offset (m) ................................................ Initial Water Elevation (m) ......................................... Initial Water Depth (m) .............................................. Ponded Area (m²) ...................................................... Evaporation Loss .......................................................

Storage Area Volume Curves Storage Curve : Storage-04 Stage (m) 0.000 0.025 0.051 0.076 0.102 0.127 0.152 0.178 0.203 0.229 0.254 0.279 0.305 0.330 0.356 0.381 0.406 0.432 0.457 0.483 0.508 0.533 0.559 0.584 0.610 0.635 0.660 0.686 0.711 0.737

Storage Storage Area Volume (m²) (m³) 11.3818 0.000 11.3818 0.28 11.3818 0.58 11.3818 0.86 11.3818 1.16 11.3818 1.44 23.8371 1.88 22.6598 2.48 22.1586 3.04 22.0594 3.61 21.9525 4.16 21.8177 4.71 21.6500 5.28 21.4448 5.82 21.1582 6.37 20.8014 6.89 20.3826 7.40 19.8871 7.92 19.3127 8.41 18.6374 8.90 17.8378 9.36 16.8532 9.79 15.3729 10.21 13.0529 10.57 11.3818 10.89 11.3818 11.17 11.3818 11.45 11.3818 11.75 11.3818 12.03 11.3818 12.33

180.46 181.08 0.62 0.00 -180.46 0.00 0.00

Storage Node : Stor-05 (continued) Outflow Orifices SN Element ID

Orifice Type

1 Orifice-04 Side

Orifice Shape

Flap Gate

CIRCULAR No

Output Summary Results Peak Inflow (lps) ........................................................ Peak Lateral Inflow (lps) ............................................ Peak Outflow (lps) ..................................................... Peak Exfiltration Flow Rate (cmm) ............................ Max HGL Elevation Attained (m) ............................... Max HGL Depth Attained (m) .................................... Average HGL Elevation Attained (m) ........................ Average HGL Depth Attained (m) ............................. Time of Max HGL Occurrence (days hh:mm) ........... Total Exfiltration Volume (1000-m³) .......................... Total Flooded Volume (ha-mm) ................................ Total Time Flooded (min) .......................................... Total Retention Time (sec) ........................................

6.84 0.00 3.16 0.00 180.66 0.2 180.46 0 0 00:23 0.000 0 0 0.00

Circular Rectangular Rectangular Orifice Orifice Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (m) (m) (m) (m) 0.06 180.37 0.61






Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 2 6 3 2 0 0 1 4 0 3 0 1 0 0 0 0




1 201 2 202



1 2 3 4 5 6





0.05 0.7300 3.0000 18.00


Area (ha) 0.01 0.04 0.05



20.70 15.11 8.99 82.787 0.7300 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.15 0.95 0.73

Subbasin : 201


0.01 0.5200 5.0000 4.50


Area (ha) 0.00 0.00 0.00



20.70 10.76 0.71 82.787 0.5200 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.95 0.15 0.52

Subbasin : 202





(m) 3.30 33.60 2.00



0.0130 0.0130 0.0130

0.5000 0.5000 0.5000

0.5000 0.5000 0.5000

(lps) 0.0000 0.00 No 0.0000 0.00 No 0.0000 0.00 No

1 1 1

Pipe Results SN Element Peak ID Flow


(lps) 8.98 3.67 8.98





180.46 181.08 0.62 0.00 -180.46 0.00 0.00


Orifice Type

1 Orifice-04 Side

Orifice Shape

Flap Gate

CIRCULAR No


8.98 0.00 3.67 0.00 180.72 0.26 180.47 0.00999999999999999 0 00:24 0.000 0 0 0.00







Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 2 6 3 2 0 0 1 4 0 3 0 1 0 0 0 0




1 201 2 202



1 2 3 4 5 6





0.05 0.7300 3.0000 18.00


Area (ha) 0.01 0.04 0.05



24.01 17.52 10.43 96.021 0.7300 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.15 0.95 0.73

Subbasin : 201


0.01 0.5200 5.0000 4.50


Area (ha) 0.00 0.00 0.00



24.01 12.48 0.83 96.021 0.5200 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.95 0.15 0.52

Subbasin : 202





(m) 3.30 33.60 2.00



0.0130 0.0130 0.0130

0.5000 0.5000 0.5000

0.5000 0.5000 0.5000

(lps) 0.0000 0.00 No 0.0000 0.00 No 0.0000 0.00 No

1 1 1

Pipe Results SN Element ID

Peak Flow


(lps) 10.41 3.99 10.41





180.46 181.08 0.62 0.00 -180.46 0.00 0.00


Orifice Type

1 Orifice-04 Side

Orifice Shape

Flap Gate

CIRCULAR No


10.41 0.00 3.99 0.00 180.76 0.3 180.47 0.00999999999999999 0 00:24 0.000 0 0 0.00







Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 2 6 3 2 0 0 1 4 0 3 0 1 0 0 0 0




1 201 2 202



1 2 3 4 5 6





0.05 0.7300 3.0000 18.00


Area (ha) 0.01 0.04 0.05



28.12 20.53 12.22 112.495 0.7300 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.15 0.95 0.73

Subbasin : 201


0.01 0.5200 5.0000 4.50


Area (ha) 0.00 0.00 0.00



28.12 14.62 0.97 112.495 0.5200 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.95 0.15 0.52

Subbasin : 202





(m) 3.30 33.60 2.00



0.0130 0.0130 0.0130

0.5000 0.5000 0.5000

0.5000 0.5000 0.5000

(lps) 0.0000 0.00 No 0.0000 0.00 No 0.0000 0.00 No

1 1 1


Peak Flow


(lps) 12.20 4.38 12.20





180.46 181.08 0.62 0.00 -180.46 0.00 0.00


Orifice Type

1 Orifice-04 Side

Orifice Shape

Flap Gate

CIRCULAR No


12.20 0.00 4.38 0.00 180.81 0.35 180.47 0.00999999999999999 0 00:24 0.000 0 0 0.00







Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 2 6 3 2 0 0 1 4 0 3 0 1 0 0 0 0




1 201 2 202



1 2 3 4 5 6





0.05 0.7300 3.0000 18.00


Area (ha) 0.01 0.04 0.05



31.27 22.82 13.58 125.062 0.7300 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.15 0.95 0.73

Subbasin : 201


0.01 0.5200 5.0000 4.50


Area (ha) 0.00 0.00 0.00



31.27 16.26 1.08 125.062 0.5200 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.95 0.15 0.52

Subbasin : 202





(m) 3.30 33.60 2.00



0.0130 0.0130 0.0130

0.5000 0.5000 0.5000

0.5000 0.5000 0.5000

(lps) 0.0000 0.00 No 0.0000 0.00 No 0.0000 0.00 No

1 1 1


Peak Flow


(lps) 13.57 4.66 13.56





180.46 181.08 0.62 0.00 -180.46 0.00 0.00


Orifice Type

1 Orifice-04 Side

Orifice Shape

Flap Gate

CIRCULAR No


13.56 0.00 4.66 0.00 180.86 0.4 180.47 0.00999999999999999 0 00:25 0.000 0 0 0.00







Feb 01, 2017 Feb 01, 2017 Feb 01, 2017 0 0 01:00:00 0 00:05:00 0 00:05:00 30


Qty 0 2 6 3 2 0 0 1 4 0 3 0 1 0 0 0 0




1 201 2 202



1 2 3 4 5 6





0.05 0.7300 3.0000 18.00


Area (ha) 0.01 0.04 0.05



34.37 25.09 14.93 137.488 0.7300 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.15 0.95 0.73

Subbasin : 201


0.01 0.5200 5.0000 4.50


Area (ha) 0.00 0.00 0.00



34.37 17.87 1.18 137.488 0.5200 0 00:15:00

Soil Group A (0-2%) A (0-2%)

Runoff Coeff. 0.95 0.15 0.52

Subbasin : 202





(m) 3.30 33.60 2.00



0.0130 0.0130 0.0130

0.5000 0.5000 0.5000

0.5000 0.5000 0.5000

(lps) 0.0000 0.00 No 0.0000 0.00 No 0.0000 0.00 No

1 1 1


Peak Flow


(lps) 14.91 4.94 14.91





180.46 181.08 0.62 0.00 -180.46 0.00 0.00


Orifice Type

1 Orifice-04 Side

Orifice Shape

Flap Gate

CIRCULAR No


14.91 0.00 4.94 0.00 180.90 0.44 180.47 0.00999999999999999 0 00:25 0.000 0 0 0.00


APPENDIX C: SWM FACILITY DESIGN CALCULATIONS

Detailed Stormceptor Sizing Report – 75 Third Street Project Information & Location Project Name

75 Third Street

Project Number

116225

City

Collingwodd

State/ Province

Ontario

Country

Canada

Date

2/1/2017

EOR Information (optional)

Designer Information Name

Darren Hewgill

Name

Company

CC Tatham & Associates Ltd.

Company

Phone #

705-444-2565

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 Recommended Stormceptor Model

STC 300

Target TSS Removal (%)

80.0

TSS Removal (%) Provided

91

PSD

Fine Distribution

Rainfall Station

OWEN SOUND MOE

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

91

100

STC 750

95

100

STC 1000

96

100

STC 1500

96

100

STC 2000

97

100

STC 3000

98

100

STC 4000

98

100

STC 5000

98

100

STC 6000

99

100

STC 9000

99

100

STC 10000

99

100

STC 14000

99

100

StormceptorMAX

Custom

Custom

Stormceptor Detailed Sizing Report – Page 1 of 7

Stormceptor T e Stormceptor oil and sediment separator is sized to treat storm ater runoff remo ing pollutants t roug gra it separation and flotation Stormceptor s patented design generates positi e TSS remo al for eac rainfall e ent including large storms Significant le els of pollutants suc as ea metals free oils and nutrients are pre ented from entering natural ater resources and t e re suspension of pre iousl captured sediment scour does not occur Stormceptor pro ides a ig le el of TSS remo al for small fre uent storm e ents t at represent t e ma orit of annual rainfall olume and pollutant load Positi e treatment continues for large infre uent e ents o e er suc e ents a e little impact on t e a erage annual TSS remo al as t e represent a small percentage of t e total runoff olume and pollutant load e ign Met odology Stormceptor is sized using PCS MM for Stormceptor a continuous simulation model ased on S PA S MM T e program calculates drolog using local istorical rainfall data and specified site parameters it S PA S MM s precision e er Stormceptor unit is designed to ac ie e a defined ater ualit o ecti e T e TSS remo al data presented follo s S PA guidelines to reduce t e a erage annual TSS load T e Stormceptor s unit process for TSS remo al is settling T e settling model calculates TSS remo al anal zing Site parameters Continuous istorical rainfall data including duration distri ution pea s inter e ent dr periods Particle size distri ution and associated settling elocities Sto es a corrected for drag TSS load Detention time of t e s stem

ydrology

naly i

PCS MM for Stormceptor calculates annual drolog it t e S PA S MM and local continuous istorical rainfall data Performance calculations of Stormceptor are ased on t e a erage annual remo al of TSS for t e selected site parameters T e Stormceptor is engineered to capture sediment particles treating t e re uired a erage annual runoff olume ensuring positi e remo al efficienc is maintained during eac rainfall e ent and pre enting negati e remo al efficienc scour Smaller recurring storms account for t e ma orit of rainfall e ents and a erage annual runoff olume as o ser ed in t e istorical rainfall data anal ses presented in t is section

Rainfall Station State Province Rainfall Station

ntario

ame

S

Station

DM

44 35

levation ft ata

um er of Rainfall vent Total Rainfall mm

6132

Coordinate

ear of Rainfall

Total

verage

80 56

nnual Rainfall mm

4492 18531 0 463 3

Total vaporation mm

1220 5

580

Total nfiltration mm

5008 8

40

Total Rainfall t at i Runoff mm

12301 7

ote Stormceptor performance estimates are ased on simulations using PCS MM for Stormceptor ic uses t e PA Rainfall and Runoff modules Design estimates listed are onl representati e of specific pro ect re uirements ased on total suspended solids TSS remo al defined t e selected PSD and ased on sta le site conditions onl after construction is completed or su merged applications or sites specific to spill control please contact our local Stormceptor representati e for furt er design assistance


rainage Total

rea

a

mperviou ne

ater

p Stream Storage

rea Storage

0 054 %

0 000

p Stream low

ective Ma

TSS Removal %

80 0

Runoff Volume Capture %

90 00

iver ion

low to Stormceptor cm

e ign

il Spill Capture Volume

etail

Stormceptor nlet nvert lev m

Pea Conveyed low Rate ater

i c arge cm

0 000

72 8

uality

am

Stormceptor

uality low Rate

utlet nvert lev m

Stormceptor Rim lev m ormal

ater evel levation m

Pipe

iameter mm

300

Pipe Material

DP

Multiple nlet

o

rate nlet

Particle Size

o

i tri ution PS

Remo ing t e smallest fraction of particulates from runoff ensures t e ma orit of pollutants suc as metals drocar ons and nutrients are captured T e ta le elo identifies t e Particle Size Distri ution PSD t at as selected to define TSS remo al for t e Stormceptor design ine

i tri ution

Particle iameter micron

i tri ution %

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


plastic

Specific

ravity

Site

ame

Site rainage Total

rea

rea

nfiltration Parameter

a

mperviou ne

%

0 054

orton

72 8

Ma

Surface C aracteri tic idt

m

Perviou

epre epre

2

ion Storage mm ion Storage mm

mperviou Manning Perviou Manning

n

e uation i u ed to e timate infiltration

nfiltration Rate mm r

61 98

Min nfiltration Rate mm r

10 16

ecay Rate

46 00

Slope % mperviou

etail

Regeneration Rate

0 00055 ec

0 508

vaporation

5 08

aily vaporation Rate mm day

0 015

n

ec

0 25

ry ry

0

inter Mont

Maintenance re uency mont

inter nfiltration

12

0

TSS oading Parameter TSS oading unction

a

Target vent Mean Conc ponential ponential

off Parameter MC mg

uildup Power a

off

ponent

2 54

eat er low

eat er low lp

Maintenance re uency

uildup

0 01

TSS

vaila ility Parameter

vaila ility Con tant vaila ility actor vaila ility Min Particle Size

ponent C

ffected y micron


vaila ility

Cumulative Runoff Volume y Runoff Rate Runoff Rate

Runoff Volume m

Volume

ver m

Cumulative Runoff Volume %

1

5916

781

88 3

4

6637

60

99 1

9

6695

2

100 0

16

6697

0

100 0

25

6697

0

100 0


Rainfall vent Rainfall ept mm

naly i

o of vent

Percentage of Total vent %

Total Volume mm

Percentage of nnual Volume %

6 35

3645

81 1

5719

30 9

12 70

458

10 2

4102

22 1

19 05

191

43

2957

16 0

25 40

89

20

1936

10 5

31 75

57

13

1599

86

38 10

23

05

800

43

44 45

12

03

501

27

50 80

10

02

472

25

57 15

4

01

219

12

63 50

1

00

63

03

69 85

0

00

0

00

76 20

0

00

0

00

82 55

1

00

79

04

88 90

1

00

84

05

95 25

0

00

0

00

101 60

0

00

0

00


or Stormceptor Specification and rawing Plea e Vi it ttp www im rium y tem com tec nical pecification


CULTEC Recharger® 150XLHD Stormwater Chamber

The Recharger® 150XLHD is an 18.5" (470 mm) tall, ORZHUSUR¿OHFKDPEHUDQGLVW\SLFDOO\XVHGIRULQVWDOODWLRQV ZLWK GHSWK UHVWULFWLRQV RU ZKHQ D ODUJHU LQ¿Otrative area is required. The Recharger® 150XLHD has the side portal internal manifold feature. HVLV® FC-24 Feed Connectors are inserted into the side portals to create the internal manifold. Size (L x W x H)

11' x 33" x 18.5" 3.35 m x 838 mm x 470 mm

Installed Length

10.25' 3.12 m

Length Adjustment per Run

0.75' 0.23 m

Chamber Storage

2.65 ft3/ft 0.25 m3/m

Recharger® 150XLHD Bare Chamber Storage Volumes

27.16 ft3/unit

Elevation

0.77 m3/unit Min. Installed Storage

4.89 ft3/ft

in.

0.45 m3/m 50.17 ft3/unit 1.42 m3/unit Min. Area Required Min. Center-to-Center Spacing Max. Allowable Cover Max. Inlet Opening in End Wall

33.31 ft2

ft3

m3

ft3

m3

18.5

470

0.006

0.001

0.062

0.002

27.193

0.770

18

457

0.010

0.001

0.103

0.003

27.132

0.768

17

432

0.032

0.003

0.328

0.009

27.029

0.765

16

406

0.077

0.007

0.789

0.022

26.701

0.756

15

381

0.102

0.009

1.046

0.030

25.912

0.734

14

356

0.119

0.009

1.220

0.035

24.867

0.704

0.99 m

13

330

0.134

0.011

1.374

0.039

23.647

0.670

12'

12

305

0.146

0.012

1.497

0.042

22.273

0.631

3.66 m

11

279

0.156

0.014

1.599

0.045

20.777

0.588

12"

10

254

0.165

0.015

1.691

0.048

19.178

0.543

9

229

0.172

0.016

1.763

0.050

17.487

0.495

10.25"

Compatible Feed Connector

HVLV FC-24 Feed Connector

260 mm

Stone Foundation Depth

Stone Required Per Chamber

m3/m

3.25'

Max. Allowable O.D. in Side Portal

Min. Effective Depth

ft3/ft

Cumulative Storage

3.09 m2

300 mm

Chamber and Stone Storage Per Chamber

mm

Incremental Storage Volume

8

203

0.179

0.017

1.835

0.052

15.724

0.445

7

178

0.184

0.017

1.886

0.053

13.889

0.393

6

152

0.188

0.017

1.927

0.055

12.003

0.340

5

127

0.191

0.018

1.958

0.055

10.076

0.285

4

102

0.193

0.018

1.978

0.056

8.118

0.230

3

76

0.195

0.018

1.999

0.057

6.140

0.174

6"

12"

18"

2

51

0.197

0.018

2.019

0.057

4.141

0.117

152 mm

305 mm

457 mm

1

25

0.207

0.019

2.122

0.060

2.122

0.060

2.650

0.246

27.193

0.770

27.193

0.770

50.17 ft3

56.83 ft3

63.49 ft3

1.42 m3

1.61 m3

1.80 m3

2.54'

3.04'

3.54'

0.77 m

0.93 m

1.08 m

2.13 yd3

2.75 yd3

3.36 yd3

1.63 m3

2.10 m3

2.57 m3

Total

Calculations are based on installed chamber length.

Visit www.cultec.com/downloads.html for Product Downloads and CAD details.

Calculations are based on installed chamber length. Includes 6" (152 mm) stone above crown of chamber and typical stone surround. Stone void calculated at 40%.

For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc., February 2016 SUB150XLHD 02-16

1


Three View Drawing

Typical Interlock Installation

Hidden End Model EHD Model IHD Model IHD

Hidden End

Model SHD Shown with side portal trimmed and optional CULTEC HVLV Feed Connector inserted.


2


Plan View Drawing

7\SLFDO&URVV6HFWLRQIRU7UDI¿F$SSOLFDWLRQ


3


CULTEC Recharger® ;/+'6SHFL¿FDWLRQV *(1(5$/ CULTEC Recharger® 150XLHD chambers are designed for underground stormwater management. The chambers may be used for UHWHQWLRQUHFKDUJLQJGHWHQWLRQRUFRQWUROOLQJWKHÀRZRIRQVLWHVWRUPZDWHUUXQRII &+$0%(53$5$0(7(56 1.

7KHFKDPEHUVVKDOOEHPDQXIDFWXUHGLQWKH86$E\&8/7(&,QFRI%URRN¿HOG&7FXOWHFFRP

2.

The chamber shall be vacuum thermoformed of black polyethylene.

3.

The chamber shall be arched in shape.

4.

The chamber shall be open-bottomed.

5.

The chamber shall be joined using an interlocking overlapping rib method. Connections must be fully shouldered overlapping ribs, having no separate couplings or separate end walls.

6.

The nominal chamber dimensions of the CULTEC Recharger® 150XLHD shall be 18.5 inches (470 mm) tall, 33 inches (838 mm) wide and 11 feet (3.35 m) long. The installed length of a joined Recharger® 150XLHD shall be 10.25 feet (3.12 m).

7.

Maximum inlet opening on the chamber end wall is 12 inches (300 mm).

8.

The chamber shall have two side portals to accept CULTEC HVLV® FC-24 Feed Connectors to create an internal manifold. The nominal I.D. dimensions of each side portal shall be 8.5 inches (216 mm) high by 12 inches (304 mm) wide. Maximum allowable O.D. in the side portal is 10.25 inches (260 mm).

9.

The nominal chamber dimensions of the CULTEC HVLV® FC-24 Feed Connector shall be 12 inches (305 mm) tall, 16 inches (406 mm) wide and 24.2 inches (615 mm) long.

10. The nominal storage volume of the Recharger® 150XLHD chamber shall be 2.650 ft3 / ft (0.246 m3 / m) - without stone. The nominal storage volume of a single Recharger 150XLRHD Stand Alone unit shall be 29.15 ft3 (0.83 m3) - without stone. The nominal storage volume of a joined Recharger® 150XLIHD Intermediate unit shall be 27.16 ft3 (0.77 m3) - without stone. The nominal storage volume of the length adjustment amount per run shall be 1.99 ft3 (0.18 m3) - without stone. 11. The nominal storage volume of the HVLV® FC-24 Feed Connector shall be 0.913 ft3 / ft (0.085 m3 / m) - without stone. 12. The Recharger® 150XLHD chamber shall have thirty discharge holes bored into the sidewalls of the unit’s core to promote lateral conveyance of water. 13. The Recharger® 150XLHD chamber shall have 20 corrugations. 14. The end wall of the chamber, when present, shall be an integral part of the continuously formed unit. Separate end plates cannot be used with this unit. 15. The Recharger® 150XLRHD Stand Alone unit must be formed as a whole chamber having two fully formed integral end walls and having no separate end plates or separate end walls. 16. The Recharger® 150XLSHD Starter unit must be formed as a whole chamber having one fully formed integral end wall and one partially formed integral end wall with a lower transfer opening of 10 inches (254 mm) high x 20.5 inches (521 mm) wide. 17. The Recharger® 150XLIHD Intermediate unit must be formed as a whole chamber having one fully open end wall and one partially formed integral end wall with a lower transfer opening of 10 inches (254 mm) high x 20.5 inches (521 mm) wide. 18. The Recharger® 150XLEHD End unit must be formed as a whole chamber having one fully formed integral end wall and one fully open end wall and having no separate end plates or end walls. 19. The HVLV® FC-24 Feed Connector must be formed as a whole chamber having two open end walls and having no separate HQGSODWHVRUVHSDUDWHHQGZDOOV7KHXQLWVKDOO¿WLQWRWKHVLGHSRUWDOVRIWKH5HFKDUJHU® 150XLHD and act as cross feed connections. 20. &KDPEHUVPXVWKDYHKRUL]RQWDOVWLIIHQLQJÀH[UHGXFWLRQVWHSVEHWZHHQWKHULEV 21. Heavy duty units are designated by a colored stripe formed into the part along the length of the chamber. 22. The chamber shall have a raised integral cap at the top of the arch in the center of each unit to be used as an optional inspection port or clean-out. 23. The units may be trimmed to custom lengths by cutting back to any corrugation on the large rib end. 24. 7KHFKDPEHUVKDOOEHPDQXIDFWXUHGLQDQ,62FHUWL¿HGIDFLOLW\ 25. Maximum allowable cover over the top of the chamber shall be 12' (3.66 m). 26. 7KHFKDPEHUVKDOOEHGHVLJQHGWRZLWKVWDQGWUDI¿FORDGVZKHQLQVWDOOHGDFFRUGLQJWR&8/7(& VUHFRPPHQGHGLQVWDOODWLRQ instructions.


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APPENDIX D: CORRESPONDENCE WITH NVCA

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Hi Belinda and Kandas. The NVCA has no issues with the establishment of a multiple residential and commercial development at this location as we have determined the proposed development is not located within: Â a riverine floodplain or an area subject to Georgian Bay shoreline hazards; Â a hazardous site (characterized by unstable soils or bedrock); Â an erosion hazard area, or; Â an area subject to this Authority’s Development, Interference With Wetlands and Alterations To Shorelines and Watercourses Regulation (Ontario Regulation 172/06). It is our understanding that any local drainage/storm water management issues for this site would be addressed by the municipality. If you have any questions regarding this matter, please do not hesitate to contact the undersigned at extension 233. Regards; Tim Salkeld | Resource Planner Nottawasaga Valley Conservation Authority th

8195 8 Line, Utopia, ON L0M 1T0 T 705-424-1479, ext. 233 Ϳ F 705-424-2115 [email protected]Ϳnvca.on.ca

This e-mail message, including any attachments, is for the sole use of the intended recipient(s) and may contain confidential and privileged information. Any unauthorized review, use, disclosure or distribution is prohibited. If you are not the intended recipient, please contact the sender and destroy all copies of the original message.

From: Belinda Boucher [mailto:[email protected]] Sent: September-19-16 10:42 AM To: Amanda Norris; Becky Dahl; Bill Plewes; Brian Bell; Brian Macdonald; Brian O'Gay - Collus; Cindy Strong; Corey Eppinghaus; Dean Collver; Herb Lemon; John Velick; Kandas Bondarchuk; Larry Irwin; Mark Bryan; Martin Rydlo; Mary Shannon, OPP; Nancy Farrer; Peggy Slama; [email protected]; Robert Bolt; Robin Shugan; Rose Madigan; Ross Parr; Sara Almas; Trent Elyea; Trevor Houghton; Wendy Martin Cc: Albert Aazouz ([email protected]); Andrew Pascuzzo; Andrew Sorensen ([email protected]); Asia Polus ([email protected]); [email protected]; County Notices ([email protected]); Dan Kinsbury ([email protected]); David Brennan ([email protected]); Don Jelly; Fisheries Protection Program ([email protected]); Holly Spacek ([email protected]); Howard Morgan ([email protected]); Jesse Fieldwebster ([email protected]); Jody Wilson; Judy Rhodes Munk ([email protected]); Laura Giunta ([email protected]); Lina Faffoul ([email protected]); Lisa Shaw ([email protected]); Mary Lou Campeau ([email protected]); Nikki DeGroot ([email protected]); Peter Dorton ([email protected]); 1

Planning & Design Circulations Intake ([email protected]); Rogers Communications Partnership ([email protected]); Susan Cluff ([email protected]); Sylvester Tuz ([email protected]); Chris Hibberd; Lee Bull; Timothy Salkeld Subject: Preconsultation - To Confirm

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