FUNCTIONAL SERVICING AND STORMWATER … planning/da-161470-fsr.pdf · Functional Servicing and ... Post‐development water supply requirement ... and approx 32380 m2 gross floor

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12179_FSR‐SWM_177 Cross Ave_Jun 18, 2012

FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT

Proposed Residential and Commercial Development

AT 177 Cross Avenue Town of Oakville

Prepared for

Salmona Tregunno Inc.

Jun 18, 2012 1st Submission for Application

REVISIONS

705 – 1865 MARTIN GROVE ROAD, ETOBICOKE, ONTARIO, M9V 3S7 TEL: (416)828‐9646 FAX: (647)349‐9440 www.floradesigns.net

Functional Servicing and Stormwater Management Report Proposed Residential & Commercial Development, Town of Oakville, ON File: 12179

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TABLE OF CONTENTS 1.0 INTRODUCTION 2.0 SITE DESCRIPTION 3.0 SITE PROPOSAL 4.0 STORMWATER MANAGEMENT AND DRAINAGE

4.1 Design Criteria 4.2 Existing Conditions 4.3 Stormwater Management

4.3.1 Quantity Control 4.3.2 Quality Control

4.4 Down Stream Capacity 5.0 EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION

5.1 Control Measures 5.2 Construction Sequencing 5.3 Inspection & Maintenance

6.0 SANITARY DRAINAGE SYSTEM

6.1 Population Density 6.2 Existing Sanitary Drainage System 6.3 Proposed Sanitary Drainage System 6.4 Down Stream Capacity

7.0 WATER SUPPLY SYSTEM 8.0 CONCLUSIONS AND RECOMMENDATIONS LIST OF TABLES Table 1 Pre‐development Input Parameters Table 2 Pre‐development Peak Flows Table 3 Post‐development Input Parameters Table 4 Post‐development Peak Flows Table 5 Post‐development Quantity Control Analysis


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TABLE OF CONTENTS...... (Continued) LIST OF APPENDICES Appendix "A" Architectural Plans

Location Map

Architectural Site Plan and Building Elevation

Site Survey Appendix "B" Stormwater Management

IDF Curve of Town of Oakville

Design Storm of Town of Oakville

Existing Storm Drainage Plan

Proposed Storm Drainage Plan

Existing Services on Argus Road and Cross Avenue

Drainage area and runoff coefficients

Pre‐development flow calculations

Post‐development flow calculations

Post‐development Site Flow and Storage Summary Appendix "C" Sanitary Drainage System

Pre and Post‐development population density

Pre and Post‐development sanitary flow

Pipe Size and Sanitary Flow Velocity Calculation Appendix "D" Water Supply System

Post‐development water supply requirement

Post‐development fire flow requirement

Appendix "E" Statement of Limiting Conditions and Assumptions


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1.0 INTRODUCTION Flora Designs has been retained by Salmona Tregunno Inc. (the "Architect") to prepare a site specific Functional Servicing Report (FSR) and Preliminary Stormwater Management Report (SWM), for the proposed Residential and Commercial development, located at 177 Cross Avenue, Town of Oakville, Ontario (Appendix "A"), in accordance with the Development Engineering Manual provided by the Town of Oakville, Sanitary Sewer and Watermains Design Criteria provided by the Region of Halton, and MOE Stormwater Management Planning and Design Manual 2003 (SWMPD). This report is prepared to support an Application to amend the Town of Oakville zoning by‐law. The purpose of this report is to provide site‐specific information for the Town’s review with respect to the infrastructure required to support the proposed developments regarding storm drainage, sanitary discharge and water supply. Services to the proposed development will be provided by the existing infrastructure of storm, sanitary and watermains along Argus Road and Cross Avenue. An inventory of the existing services was carried out and this report discusses the existing services and the servicing requirements for proposed developments. 2.0 SITE DESCRIPTION The proposed development site is bounded by an existing 5‐story building to the North, Cross Avenue to the South, Argus Road to the East, and an existing 3‐story building to the West. The site is approximately 10078.35 m2 (1.01 hectares) in size. Currently the property is a developed lot having three freestanding single story commercial buildings. The property is serviced by the Town and Region’s infrastructure of storm, sanitary and water in pre‐development condition. 3.0 SITE PROPOSAL The re‐zoning application proposes a commercial space of approx 8700 m2 gross floor area on the ground and second floor and four high‐rise residential buildings having 550 residential units and approx 32380 m2 gross floor area on the upper floors, including a three level underground parking garage. The underground parking garage footprint extends under the full site area. A reduced version of the site plan of the proposed development, building elevation and site survey is included in Appendix "A". Refer to the building statistics provided by Salmona Tregunno Inc. In the post‐development condition, the services to the proposed development will be provided through the existing Town/Region’s infrastructure as follows

Storm service from existing 750mm dia storm sewer located in the road allowance of Argus Road.

Sanitary service from existing 600mm dia sanitary sewer located in the road allowance of Argus Road and an existing 300mm dia sanitary sewer located in the road allowance of Cross Avenue.


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Water service from existing 300mm dia water main located in the east boulevard of Argus Road.

This proposal proposes a new water service connection from the existing 300mm dia water main located in the east boulevard of Argus Road, and a new storm service from the existing 750mm dia storm sewer located in the road allowance of Argus Road. However, this proposal makes use of two existing 200mm dia sanitary service connected to an existing 600mm dia sanitary sewer located in the road allowance of Argus Road and an existing 250mm dia sanitary service connected to an existing 300mm dia sanitary sewer located in the road allowance of Cross Avenue. During the preparation of this report, attempts have been made to propose minimum alteration to the existing Town and Regional infrastructure. The proposed site grading will be adjusted to maintain existing grades and grade transit to the adjoining property and roads along all property line with no changes to the existing grades, flow direction and runoff volume. 4.0 STORMWATER MANAGEMENT AND DRAINAGE

4.1 Design Criteria The proposed development will meet the Province of Ontario standards as set out in the MOE Stormwater Management Planning and Design Manual 2003 (SWMPD), Region of Halton Storm Sewer Design Criteria and local engineering standards provided by the Town of Oakville in the Development Engineering Procedures Manual. A brief summary of design criteria are as follows;

For new developments, return frequency values for design shall be 5‐year for Minor System and 100‐year for Major System.

Stormwater should be treated to Enhanced Protection level as defined in the MOE SWM Planning & Design Manual (2003).

Town of Oakville Rainfall Intensity Curves provided in the Development Engineering Procedures Manual is to be used for analysis (Appendix "B").

Post‐development peak flows for all events from the site should be controlled to the peak flow resulting from the target pre‐development condition during 5‐year storm event.

4.2 Existing Conditions

Currently the site is well developed. Based on topographic survey and a site visit, it is concluded that, the site has well established storm controls discharging into an existing 750mm dia storm sewer located in the road allowance of Argus Road and an existing 1050mm dia storm sewer located in the road allowance of Cross Avenue. The pre‐development surface condition and drainage area for this site have been illustrated in Appendix "B". For calculating the pre‐development discharge rates and runoff for 5‐Year and 100‐Year storm event, Inlet time of Concentration (Tc) is based on the minimum Tc provided in the Development Engineering Procedures Manual. The value for the runoff coefficient (C) calculated based on existing surface condition. Input parameters used to model the target pre‐development condition are provided in Table‐1 below.


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Table‐1 Pre‐development Input Parameters

Catchment #

Drainage Area(ha)

Runoff Coefficient

(C)

Time of Concentration(Tc) (min.)

CA‐1‐Pre 1.01 0.86 10

Pre‐development peak flow calculated using the Town of Oakville Rainfall Intensity Curves using the Rational Method. Results of the pre‐development peak flow calculations are provided in Table‐2 below, and detailed pre‐development flow calculations are included in Appendix "B". Table‐2 Pre‐development Peak Flows

Peak Flow (m3/s)

Catchment #

5‐year 100‐year

CA‐1‐Pre 0.276 0.485

4.3 Stormwater Management

In post‐development condition, storm runoff from the site will be controlled and diverted to private network of storm drainage and subsequently to storm sewer infrastructure along Argus Road through a new control manhole and a new storm service. The post‐development surface condition and drainage area for this site have been illustrated in Appendix "B". The value for the runoff coefficient (C) based on the runoff coefficients provided in the Development Engineering Procedures Manual for commercial development. Input parameters used to model the target post‐development condition are provided in Table‐3 below. Table‐3 Post‐development Input Parameters

Catchment #

Drainage Area(ha)

Runoff Coefficient

(C)

Time of Concentration(Tc) (min.)

CA‐1‐Post 1.01 0.90 10

Results of the post‐development peak flow calculations by considering minimum Tc and IDF data same as pre‐development flow calculations are provided in Table‐4 below, and detailed post‐development flow calculations are included in Appendix "B". Table‐4 Post‐development Peak Flows

Peak Flow (m3/s)

Catchment #

5‐year 100‐year

CA‐1‐Post 0.289 0.507


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The post‐development Stormwater Management will be justified by discussing the following stormwater controls: 4.3.1 Quantity Control

Stormwater quantity control is typically implemented to minimise the potential for downstream flooding, stream bank erosion and overflow of existing infrastructure. As per minimum standards for commercial and residential developments provided in the Development Engineering Procedures Manual, post‐development peak flows for all events from the site should be controlled to the peak flow resulting from the target pre‐development conditions during 5‐year storm event. Storm runoff from the proposed site will outlet to the new storm control manhole and subsequently discharge to the existing 750mm dia storm sewer located in the road allowance of Argus Road through a new storm service. Modified Rational Method calculations were undertaken to determine the peak flows and required storage volume from the proposed site during the 5 to 100‐year storm events. This method calculates the storage volume using the composite runoff coefficient and the allowable release rate based on rainfall intensities over a three hour storm event. Results are provided in Table‐5 below and detailed calculations are included in Appendix "B".

Table‐5 Post‐development Quantity Control Analysis

Storm Event Allowable Release Rate (m3/s)

Post‐development Peak Flow (m3/s)

Required Underground Storage (m3)

5‐year 0.276 0.289 7.43

100‐year 0.276 0.507 138.62

A review of the site plan indicates that there are several opportunities to introduce measures that will mitigate post‐development runoff rates. The options available include the following: Roof Drain Controls ‐ Discharge from the roof areas can be controlled using control flow roof drains and the provision of roof top detention. Discharge is typically controlled to a rate not more restrictive than 42 L/s/Ha of roof area for the 100‐year storm event. Control flow roof drains typically have calibrated discharge weirs which provide flow rates directly proportional to the head. The number of weirs per drain can be selected to achieve the required total roof discharge. Roof top detention is to be limited to a maximum depth of 125mm. This represents the absolute maximum depth of rainfall that could be retained on the rooftop for structural limitations. Scupper drains are to be


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installed around the perimeter of the building to limit the flow depth to 125mm. Ground Surface Detention ‐ Discharge from the ground surface area can be controlled using an orifice plate installed at the outlet of a control manhole and catch basins. Surface detention areas will be provided to a maximum depth of 0.25m during the 100‐year storm event. Pipe Storage– Storage can be provided within over‐sized storm sewers and discharge can be controlled using an orifice plate installed at the outlet of a control manhole. This type of storage is common given that the storm sewer system is required to drain the site and is simply over‐sized to accommodate the required storage volume.

4.3.2 Quality Control In accordance with MOE SWM Planning & Design Manual, enhanced (Level 1) water quality protection is typically implemented to treat runoff from the site. The subject site contains surface and underground parking, therefore, an oil‐grit separator will to be installed to provide quality control. The sizing of the oil‐grit separator will be provided in the detailed engineering design stage.

4.4 Down Stream Capacity

In pre‐development condition, this site contributes to existing storm sewer infrastructure. Since the post‐development peak flows for all events from the site controlled to the peak flow resulting from the target pre‐development condition during the 5‐year storm event, the total release from the site will be less than the existing pre‐development condition. Hence there will be no need to map downstream capacity of existing storm sewers.

5.0 EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION

Construction activity, especially operations involving the handling of earthen material, dramatically increases the frequency of particulate matter for erosion and transport by surface drainage. In order to mitigate the adverse environmental impacts caused by the release of silt‐laden stormwater runoff into receiving watercourses, measures for erosion and sediment control are required for construction sites. The impact of construction on the environment is recognized by the Greater Golden Horseshoe Area Conservation Authorities. “Erosion & Sediment Control Guidelines for Urban Construction” released by them in December 2006 provides guidance for the preparation of effective erosion and sediment control plans. Control measures must be selected that are appropriate for the erosion potential of the site and it is important that they be implemented and modified on a staged basis to reflect the site activities. Furthermore, their effectiveness decreases with sediment loading and therefore inspection and maintenance is required. The selection, implementation, inspection and maintenance of the control features are summarized as follows:


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5.1 Control Measures

On relatively small sites, measures for erosion and sediment control typically include the use of silt fencing, a mud mat and sediment traps. The following is a description of the sediment controls to be implemented on the subject site.

Silt Fences are to be installed adjacent to all property limits subject to drainage from the development area prior to topsoil stripping and in other locations, such as at the bases of topsoil stockpiles.

Mud Mats is to be installed at the construction entrance prior to commencing earthworks to minimize the tracking of mud onto municipal roads.

Sediment Traps are to be installed at all catch basin and area drain locations once the storm sewer system has been constructed to prevent silt laden runoff from entering the municipal storm sewer system.

5.2 Construction Sequencing

The following is the scheduling of construction activities with respect to sediment controls:

Installation of all silt fences prior to any other activities on the site.

Construct temporary mud mat for construction access.

Demolish existing buildings and dispose of waste material off site.

Excavate the site for the construction of the building foundations and dispose of surplus material off site.

Install the site servicing and all underground utilities.

Construct the building, underground Parking garage and buildings.

Restore / re‐vegetate all disturbed areas either with temporary measures such as mulch or seeding or with final landscape and paving materials.

Upon stabilization of all disturbed areas, remove sediment controls. 5.3 Inspection & Maintenance

In order to ensure that the erosion and sediment control measures operate effectively, they are to be regularly monitored and they will require periodic cleaning (e.g., removal of accumulated silt), maintenance and/or reconstruction. Inspections of all of the erosion and sediment controls on the construction site should be undertaken with the following frequency:

On a weekly basis

After every rainfall event

After significant snow melt events

Prior to forecasted rainfall events If damaged control measures are found, they should be repaired and/or replaced within 48 hours. Site inspection staff and construction managers should refer to the Erosion and Sediment Control Inspection Guide (2008) prepared by the Greater Golden Horseshoe Area Conservation Authorities. This Inspection Guide provides information related to the inspection reporting, problem response and proper installation techniques.


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6.0 SANITARY DRAINAGE SYSTEM Currently the three freestanding commercial buildings on this property are serviced by the Region's infrastructure of sanitary sewers. In the post‐development condition sanitary discharge from the proposed site, will outlet to the existing sanitary control manholes. Subsequently discharge through two existing 200mm dia sanitary service connected to an existing 600mm dia sanitary sewer located in the road allowance of Argus Road and an existing 250mm dia sanitary service connected to an existing 300mm dia sanitary sewer located in the road allowance of Cross Avenue. No alteration to the existing sanitary services is proposed in post‐development condition. 6.1 Population Density

According to the Design Criteria Manual provided by the Region of Halton, the pre‐development equivalent population based on type of development is 91 people. In the post‐development condition, the Region’s projected population is 91 people for commercial development and 288 people for residential development according to the Design Criteria Manual provided by the Region of Halton, the equivalent population based on type of development. However, the re‐zoning application proposes four high‐rise residential buildings having 550 residential units; the post‐development population density for residential development is to be calculated as 1001 people in accordance with the Design criteria for Sewers and Watermains provided by the City of Toronto. Therefore, as a conservative approach the total design population for the proposed development is considered as 91 people for commercial development and 1001 people for residential development. Detailed calculations are included in Appendix "C".

6.2 Existing Sanitary Drainage System Under pre‐development condition, the subject site is developed. According to the Design Criteria Manual provided by the Region of Halton, the existing peak sanitary discharge flow from the site is estimated as 1.274 L/s. Detailed calculations are included in Appendix "C".

6.3 Proposed Sanitary Drainage System Based on the population density calculated in section 6.1 and infiltration allowance, the proposed sanitary discharge flows from the site in accordance with the Design Criteria Manual provided by Region of Halton is estimated at 13.38 L/s. Detailed calculations are included in Appendix "C".

6.4 Down Stream Capacity

Since the total sewage loading of the proposed development is less than the capacity of an existing 200mm dia sanitary service, and this development proposal will make use of all three existing sanitary services in post‐development condition, there will be no need to map downstream capacity of the existing sanitary sewer system. Detailed calculations of pipe capacity and maximum flow velocity in accordance with the Design Criteria Manual provided by the Region of Halton are included in Appendix "C".


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7.0 WATER SUPPLY SYSTEM Currently the three freestanding buildings on this property are serviced by the Region's infrastructure of watermains in pre‐development condition. In order to serve the new developments a new water service connection is proposed from the existing 300mm dia water main located in the east boulevard of Argus Road in accordance with the Region's standards. Proposed water supply requirements are calculated in accordance with the Design Criteria Manual provided by the Region of Halton. This manual provides peaking factors to calculate peak hour and maximum day based on Ministry of Environmental Guidelines. The estimated water consumption of approximately 13.40 L/s will be required to service the proposed development with domestic water based on population density calculated in section 6.1 and proposed use. Detailed calculations are provided in Appendix "D". The Region of Halton requires a fire flaw calculation based on the Water Supply for Public Fire Protection Guidelines provided by the Fire Underwriters Survey (FUS). The fire flow required for the proposed development is estimated at 210.84 L/s for 4 hours, delivered with a residual pressure of not less then 140 kilopascals. Detailed calculations are provided in Appendix "D". A flow and pressure test will be performed on the nearest hydrant to the site prior to detail engineering design stage to determine compliance of minimum requirement for suppression outlined in the FUS. 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 at the detailed engineering design stage in conjunction with the submission of the site plan application and in co‐ordination with the project mechanical engineer.

8.0 CONCLUSIONS AND RECOMMENDATIONS This report is to be read in conjunction with the Re‐Zoning submission materials. Based on our investigation, we conclude and recommend the following; 8.1 STORM

Site alteration will be made that will require on site SWM controls to meet the design criteria in accordance with the Development Engineering Procedures Manual provided by the Town of Oakville for Re‐Zoning approval. To address Stormwater management for the post‐development condition, this report proposes the following 1. On site storage system will be provided to control post‐development peak

flows for all events from the site to a limit of peak flow resulting from the target pre‐development conditions during 5‐year storm event.

2. A Stormceptor will be installed to achieve enhanced (Level 1) water quality protection In accordance with MOE SWM Planning & Design Manual.

3. This proposal proposes a new storm service from the existing 750mm dia storm sewer located in the road allowance of Argus Road. A new control manhole provided near the property line.

4. Erosion and Sediment controls are to be implemented during construction to prevent silt laden runoff from leaving the site in accordance with the "Erosion & Sediment Control Guidelines for Urban Construction".


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5. Detail design of oil‐grit separator, on site storage, private storm sewers, catch basin/manhole locations, etc will be provided at the detailed engineering design stage in conjunction with the submission of the site plan application.

8.2 SANITARY

The expected post‐development peak sanitary discharge from the site is approximately 13.38 L/s. During inventory of the existing services, it is concluded that, the capacity of an existing 200mm dia sanitary service through the Region's existing infrastructure of sanitary sewer along Argus Road is higher than post‐development sanitary discharge. Hence, three existing sanitary services will be capable to serve the proposed development. No alteration is proposed inside region's right of way. Existing control manholes or new control manholes provided near the property line will serve post‐development conditions.

8.3 WATER To achieve water supply requirements and adequate fire suppression to meet the minimum FUS requirements, this report proposes as following; 1. The expected average domestic water consumption of the site is

approximately 13.40 L/s. 2. The fire flow required for the site estimated at 210.84 L/s. 3. A new water service provided from the existing 300mm dia water main

located in the east boulevard of Argus Road. 4. A Siamese connection installed along the face of the building and within 45m

of the existing fire hydrant. 5. The exact location and size of the water service connection will be provided

at the detailed engineering design stage in conjunction with the submission of the site plan application.

We trust that this report satisfies the requirements of the Town of Oakville and Region of Halton with respect to the subject development. Should you have any questions, please feel free to contact the undersigned.

Yours truly, FLORA DESIGNS INC.

Jayesh Patel (EIT‐PEO) Chirag C. Patel, P.Eng, PMP Project Coordinator Senior Project Manager


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Appendix "A" Architectural Plans

Location Map

Architectural Site Plan and Building Elevation

Site Survey


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LOCATION MAP (Not to Scale)


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ARCHITECTURAL SITE PLAN AND BUILDING ELEVATION (Not to Scale)


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SITE SURVEY (Not to Scale)


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Appendix "B" Stormwater Management

IDF Curve of Town of Oakville

Design Storm of Town of Oakville

Existing Storm Drainage Plan

Proposed Storm Drainage Plan

Existing Services on Argus Road and Cross Avenue

Drainage area and runoff coefficients

Pre‐development flow calculations

Post‐development flow calculations

Post‐development Site Flow and Storage Summary


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IDF Curve - Town of Oakville (Based on Development Engineering Procedures Manual) Time of Concentration ( Tc ) (in Minute) 10

Return Period Parameters

2-year 5-year 10-year 25-year 100-year Coefficient ( A ) 725.00 1170.00 1400.00 1680.00 2150.00Coefficient ( b ) 4.80 5.80 5.80 5.60 5.70

Exponent ( c ) -0.808 -0.843 -0.848 -0.851 -0.861( I ) = A * (Tc + b)^c 82.18 114.21 134.79 162.17 200.80


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Design Storm - Town of Oakville 2-year 5-year 10-year 25-year 100-year

Time (min.)

Rainfall Intensity (mm/hr)





10 82.18 114.21 134.79 162.17 200.8015 64.96 90.59 106.76 128.00 158.2720 54.15 75.54 88.94 106.39 131.3725 46.68 65.06 76.53 91.40 112.7230 41.19 57.31 67.37 80.36 98.9935 36.95 51.33 60.30 71.85 88.4340 33.58 46.57 54.67 65.09 80.0345 30.83 42.67 50.07 59.58 73.1950 28.54 39.43 46.24 54.99 67.4955 26.59 36.67 42.99 51.10 62.6860 24.92 34.31 40.20 47.77 58.5565 23.47 32.26 37.78 44.87 54.9770 22.19 30.45 35.66 42.33 51.8275 21.06 28.86 33.78 40.09 49.0580 20.05 27.43 32.10 38.09 46.5785 19.15 26.15 30.60 36.29 44.3590 18.33 25.00 29.24 34.67 42.3595 17.58 23.95 28.00 33.20 40.53100 16.90 22.99 26.88 31.85 38.88105 16.28 22.11 25.84 30.62 37.36110 15.70 21.30 24.89 29.49 35.97115 15.17 20.56 24.02 28.45 34.68120 14.68 19.87 23.21 27.48 33.49125 14.22 19.23 22.45 26.59 32.38130 13.79 18.63 21.75 25.75 31.35135 13.39 18.07 21.09 24.97 30.39140 13.01 17.54 20.48 24.24 29.49145 12.66 17.05 19.90 23.55 28.65150 12.33 16.59 19.36 22.90 27.85155 12.02 16.15 18.85 22.30 27.11160 11.72 15.74 18.36 21.72 26.40165 11.44 15.35 17.91 21.18 25.73170 11.18 14.98 17.47 20.66 25.10175 10.93 14.63 17.06 20.18 24.50180 10.69 14.30 16.67 19.71 23.93


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EXISTING STORM DRAINAGE PLAN


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PROPOSED STORM DRAINAGE PLAN


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EXISTING SERVICES ON ARGUS ROAD AND CROSS AVENUE


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Runoff Coefficient ( C )

In accordance with Development Engineering Procedures Manual, Town of Oakville Post Development For High Density 0.80 Post Development For Commercial 0.90

Pre-Development Runoff Coefficient based on existing surface condition:

C = 0.9 i + 0.2 (1 - i), Where i=Imperviousness Ratio Pre-Development Drainage Area

Area (m2) Catchment # Impervious Total

% Impervious Runoff Coeff.

CA-1-Pre 9555.30 10078.35 94.81 0.86

Post-Development Drainage Area

Area (m2) Catchment # Impervious Total

% Impervious Runoff Coeff.

CA-1-Post 9291.39 10078.35 92.19 0.90


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Pre-Development Peak Flow Calculations

Drainage Area Runoff

Coefficient Time of

Concentration

Catchment #

"A" in Hector "C" "Tc" in Minute CA-1-Pre 1.01 0.86 10 Rational Method Calculation:

Q = 2.78CIA Where: Q = Runoff Quantity (Flow) in liter/sec A = Drainage Area in Hectors C = Runoff Coefficient I = Average Rainfall Intensity - mm/h Event 5 yr IDF Data Set, Town of Oakville Coefficient, a = 1170.00 Coefficient, b = 5.80 ( I ) = a * (Tc + b)^c Exponent, c = -0.843

Catchment # A

(ha) I

(mm/h) R

Q (L/s)

Q (m3/s)

CA1-Pre 1.01 114.21 0.86 275.79 0.276

Event 100 yr IDF Data Set, Town of Oakville Coefficient, a = 2150.00 Coefficient, b = 5.70 ( I ) = a * (Tc + b)^c Exponent, c = -0.861

Catchment # A

(ha) I

(mm/h) R

Q (L/s)

Q (m3/s)

CA1-Pre 1.01 200.80 0.86 484.88 0.485


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Page 26 of 38

Post-Development Peak Flow Calculations

Drainage Area Runoff

Coefficient Time of

Concentration

Catchment #

"A" in Hector "C" "Tc" in Minute CA-01 1.01 0.90 10

Rational Method Calculation:

Q = 2.78CIA Where: Q = Runoff Quantity (Flow) in liter/sec A = Drainage Area in Hectors C = Runoff Coefficient I = Average Rainfall Intensity - mm/h Event 5 yr IDF Data Set, Town of Oakville Coefficient, a = 1170.00 Coefficient, b = 5.80 ( I ) = a * (Tc + b)^c Exponent, c = -0.843

Catchment # A

(ha) I

(mm/h) R

Q (L/s)

Q (m3/s)

CA-01 1.01 114.21 0.90 288.62 0.289

Event 100 yr IDF Data Set, Town of Oakville Coefficient, a = 2150.00 Coefficient, b = 5.70 ( I ) = a * (Tc + b)^c Exponent, c = -0.861

Catchment # A

(ha) I

(mm/h) R

Q (L/s)

Q (m3/s)

CA-01 1.01 200.80 0.90 507.43 0.507


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Page 27 of 38

Post-Development Site Flow and Storage Summary - 5-Year Storm Allowable Release Rate (RR) 0.276 m3/s

Allowable Release Volume per 5-min. Interval 82.80 m3

Catchment # CA-1-Post Area (ha) = 1.010 C = 0.90 5-year Design Storm Tc (min.)= 10

a = 1170.00 b = 5.80 c = -0.843 I = a * (Tc + b)^c

1 2 3 4 5 6

Time (min.)


Storm Runoff (m3/s)

Storm Runoff Volume

(m3)

Released Volume

(m3)

Storage Volume

(m3)

(2)=a*((1)+b)^c (3)=[(2)*A*C]/360 (4)=(3)*(1)*60 (5)=(RR)*(1)*60 (6)=(4)-(5)

10 114.21 0.288 173.03 165.60 7.4315 90.59 0.229 205.86 248.40 0.0020 75.54 0.191 228.89 331.20 0.0025 65.06 0.164 246.43 414.00 0.0030 57.31 0.145 260.49 496.80 0.0035 51.33 0.130 272.19 579.60 0.0040 46.57 0.118 282.19 662.40 0.0045 42.67 0.108 290.92 745.20 0.0050 39.43 0.100 298.65 828.00 0.0055 36.67 0.093 305.58 910.80 0.0060 34.31 0.087 311.88 993.60 0.0065 32.26 0.081 317.64 1076.40 0.0070 30.45 0.077 322.95 1159.20 0.0075 28.86 0.073 327.88 1242.00 0.0080 27.43 0.069 332.47 1324.80 0.0085 26.15 0.066 336.78 1407.60 0.0090 25.00 0.063 340.84 1490.40 0.0095 23.95 0.060 344.67 1573.20 0.00

100 22.99 0.058 348.30 1656.00 0.00105 22.11 0.056 351.76 1738.80 0.00110 21.30 0.054 355.05 1821.60 0.00115 20.56 0.052 358.19 1904.40 0.00120 19.87 0.050 361.20 1987.20 0.00125 19.23 0.049 364.09 2070.00 0.00130 18.63 0.047 366.87 2152.80 0.00135 18.07 0.046 369.54 2235.60 0.00140 17.54 0.044 372.12 2318.40 0.00145 17.05 0.043 374.61 2401.20 0.00150 16.59 0.042 377.01 2484.00 0.00155 16.15 0.041 379.34 2566.80 0.00160 15.74 0.040 381.60 2649.60 0.00165 15.35 0.039 383.79 2732.40 0.00170 14.98 0.038 385.92 2815.20 0.00175 14.63 0.037 387.99 2898.00 0.00180 14.30 0.036 390.00 2980.80 0.00


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Page 28 of 38

Post-Development Site Flow and Storage Summary - 100-Year Storm Allowable Release Rate (RR) 0.276 m3/s

Allowable Release Volume per 5-min. Interval 82.80 m3

Catchment # CA-1-Post Area (ha) = 1.010 C = 0.90 100-year Design Storm Tc (min.)= 10

a = 2150.00 b = 5.70 c = -0.861 I = a * (Tc + b)^c

1 2 3 4 5 6

Time (min.)


Storm Runoff (m3/s)

Storm Runoff Volume

(m3)

Released Volume

(m3)

Storage Volume

(m3)

(2)=a*((1)+b)^c (3)=[(2)*A*C]/360 (4)=(3)*(1)*60 (5)=(RR)*(1)*60 (6)=(4)-(5)

10 200.80 0.507 304.22 165.60 138.6215 158.27 0.400 359.66 248.40 111.2620 131.37 0.332 398.04 331.20 66.8425 112.72 0.285 426.94 414.00 12.9430 98.99 0.250 449.91 496.80 0.0035 88.43 0.223 468.88 579.60 0.0040 80.03 0.202 484.98 662.40 0.0045 73.19 0.185 498.94 745.20 0.0050 67.49 0.170 511.26 828.00 0.0055 62.68 0.158 522.26 910.80 0.0060 58.55 0.148 532.20 993.60 0.0065 54.97 0.139 541.27 1076.40 0.0070 51.82 0.131 549.60 1159.20 0.0075 49.05 0.124 557.31 1242.00 0.0080 46.57 0.118 564.47 1324.80 0.0085 44.35 0.112 571.18 1407.60 0.0090 42.35 0.107 577.47 1490.40 0.0095 40.53 0.102 583.40 1573.20 0.00

100 38.88 0.098 589.01 1656.00 0.00105 37.36 0.094 594.33 1738.80 0.00110 35.97 0.091 599.40 1821.60 0.00115 34.68 0.088 604.23 1904.40 0.00120 33.49 0.085 608.84 1987.20 0.00125 32.38 0.082 613.26 2070.00 0.00130 31.35 0.079 617.51 2152.80 0.00135 30.39 0.077 621.59 2235.60 0.00140 29.49 0.074 625.52 2318.40 0.00145 28.65 0.072 629.31 2401.20 0.00150 27.85 0.070 632.97 2484.00 0.00155 27.11 0.068 636.51 2566.80 0.00160 26.40 0.067 639.93 2649.60 0.00165 25.73 0.065 643.25 2732.40 0.00170 25.10 0.063 646.47 2815.20 0.00175 24.50 0.062 649.60 2898.00 0.00180 23.93 0.060 652.64 2980.80 0.00


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Page 29 of 38

Appendix "C" Sanitary Drainage System

Pre and Post‐development population density

Pre and Post‐development sanitary flow

Pipe Size and Sanitary Flow Velocity Calculation


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Page 30 of 38

Population Densities Pre-development population density (According to Table A.2.3 and Table B.2.2, Design Criteria, Region of Halton)

Development Type Equivalent population

density (Persons/ha)

Area of Site (ha)

Population (Persons)

Commercial Area 90 person/ha 1.01 91

Post-development population density (According to Table A.2.3 and Table B.2.2, Design Criteria, Region of Halton)

Development Type Equivalent population

density

Area of Site (ha)


Commercial Area 90 person/ha 1.01 91

Apartments (Over 6 stories high) 285 person/ha 1.01 288

Post-development population density for Apartment units (According to Design Criteria for Sewers and Watermains, City of Toronto - Page-35)

Apartment Unit Type Equivalent population

density (Persons/Unit)

# of Units Population (Persons)

1 bedroom 1.4 220 308 2 bedroom 2.1 330 693

1001 Post-development design population density

Development Type Design Population (Persons)

Commercial Area 91 Apartments 1001


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Page 31 of 38

Pre-development Sanitary Flow Commercial Dry Weather Flow (Table B.2.2, Design Criteria, Region of Halton) Type of

Development Equivalent Population

Density (Persons/ha)

Unit Sewage Flow(m3/ha/day)

Unit Sewage Flow (L/ha/s)

Commercial 90 24.750 0.28646 Dry Weather Flow - Commercial Commercial Unit Sewage Flow (q) = 24750 L/ ha/ Day Gross Site Area (A) = 1.01 ha

Average Dry Weather Flow = ( ( A * q ) / 86400 )

= 0.289 L/Sec Modified Harmon Peaking Factor

Design Population-Commercial (PC) = 0.091 In thousand Harmon Peaking Factor (M) = 0.80 x ( 1 + ( 14 / ( 4 + P^0.5) ) ) (M) = 3.404 Infiltration Allowance Infiltration Allowance (I) = 0.286 L/ha. Sec Design Flow (Commercial)

Design Flows (Q) =

Average Dry

Weather Flow x

Average Peak

Wastewater +Flow Factor

Infiltration Allowance

(I x A)

Design Flows (Q) =

1.274 L/Sec


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Page 32 of 38

Post-development Sanitary Flow Commercial Dry Weather Flow (Table B.2.2, Design Criteria, Region of Halton) Type of

Development Equivalent

Population Density(Persons/ha)

Unit Sewage Flow (m3/ha/day)

Unit Sewage Flow (L/ha/s)

Commercial 90 24.750 0.28646 Dry Weather Flow - Commercial Commercial Unit Sewage Flow (q) = 24750 L/ ha/ Day Gross Site Area (A) = 1.01 ha Average Dry Weather Flow = ( ( A * q ) / 86400 ) = 0.289 L/Sec Modified Harmon Peaking Factor

Design Population-Commercial (PC) = 0.091 In thousand Harmon Peaking Factor (M) = 0.80 x ( 1 + ( 14 / ( 4 + P^0.5) ) ) (M) = 3.404 Residential Dry Weather Flow (Table B.2.1, Design Criteria, Region of Halton)

Type of Development

Equivalent Population Density

(City of Toronto) (Persons)

Unit Sewage Flow (m3/capita/day)

Unit Sewage Flow (L/persons/s)

Apartments 1001 0.275 0.003183 Dry Weather Flow - Residential Residential Unit Sewage Flow (q) = 275 L/ capita/ Day Population Density (P) = 1001 Persons Average Dry Weather Flow = ( ( P * q ) / 86400 ) = 3.186 L/Sec Modified Harmon Peaking Factor

Design Population-Residential (PR) = 1.001 In thousand Harmon Peaking Factor (M) = 1 + ( 14 / ( 4 + P^0.5) ) (M) = 3.800 Infiltration Allowance Infiltration Allowance (I) = 0.286 L/ha. Sec Design Flow (Commercial + Residential)

Design Flows (Q) =

Average Dry

Weather Flow x

Average Peak

Wastewater + Flow Factor

Infiltration Allowance (I x A)

Design Flows (Q) =

13.380 L/Sec


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Page 33 of 38

PIPE SIZE CALCULATION (According to the Design Criteria Manual, Region of Halton)

Pipe Capacity Q = 1/n * A * R2/3 * S1/2

Where: n = Manning's Roughness Coefficient (For Pipe = 0.013)

R = Hydraulic Radius (m) = Area/Wetted Perimeter S = Slope (m/m) A = Cross Sectional Area of Flow (m2)

Capacities of Existing Sanitary Service Existing 200mm dia Service

Pipe Dia (mm)

Length (LM) Slope (%) Pipe Capacity (m3/s)

Pipe Capacity (L/s)

200 7.10 2.00% 0.046 46.31

Flow Velocities Maximum Velocity with the pipe flowing full

Maximum Velocity (V) = Pipe Capacity / Sectional Area of Flow (V) = 1.475 m/Sec


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Page 34 of 38

Appendix "D" Water Supply System

Post‐development water supply requirement

Post‐development fire flow requirement


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Page 35 of 38

Water Supply Requirements Design Population Density and Water Service Demand

Type of Development

Design Population

Density (Persons)

Average Day Service Demands

(RH - Ta: A.2.2) (m3/ha/day)

Commercial 91 24.750 (Region of Halton) Apartments 1001 78.375 (City of Toronto)

Maximum Hourly Demand Peaking Factor (Table A.2.3, Design Criteria, Region of Halton)

Type of Development

Maximum Hourly Demand Peaking Factor

Commercial 2.00 Apartments 4.00

Commercial Apartment

Gross Site Area (A) = 1.01 1.01 ha

Average Daily Demand = 0.275 0.275 m3/capita

Maximum Daily Demand Peaking Factor = 2.25 2.25

Post-development Water Supply Requirements

Type of Development


Per capita demand

L/Cap/day

Maximum Demand

L/day

Maximum Demand

L/sec Commercial 91 275 56307 0.65 Apartments 1001 275 1101100 12.74

TOTAL 1157407 13.40 Note:

Maximum Daily Demand peaking factor is greater than Maximum Hourly Demand for commercial development; hence, system shall be designed to meet Maximum Daily Demand for Commercial development plus Maximum Hourly Demand for Residential development plus Fire Flow requirements.


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Page 36 of 38

Fire Flow Requirement Calculation The Fire Underwriters Survey requires that a minimum water supply source "F" be provided at 150KPa.

Minimum Flow Equation =>

F = 220 * C * (A)^0.5

Where => F = Required Fire Flow (L/min) C = Coefficient related to construction A = Total Area (m2) Detailed Calculations: Determining "C"

C = 0.6 For fire-resistive construction

Determining "A" A = Largest floor area + 25% of

each of the two adjoining floors For the buildings, in which vertical openings and external vertical communications are properly protected (one hour rating)

Largest Floor Area = 6130.36 m2 1st adjoining Floor Area = 3567.01 m2 2nd adjoining Floor Area = 2976.79 m2 A = 7766.31 m2

So that, F = 11632.72 L/min.

REDUCTIONS

1 Reduced by 25% For the occupancies having low contents of

fire hazard

So that, F = 8724.54 L/min.

2 No reduction For non sprinklered buildings

So that, F = 8724.54 L/min.

3 Structure exposed within distance of fire area

Side Distance (m) % Addition

North 12.3 15

South None 0

East 14.9 15

West 13.0 15

Total 45 Shall not exceed 75%

So that, F = 12650.58 L/min.

12650.58 L/min. Therefore, the fire flow required is =

210.84 L/sec

N.B. - As per FUS requirements fire flow shall not exceed 45000 L/min nor be less the 2000 L/min.


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Page 37 of 38

Appendix "E" Statement of Limiting Conditions and Assumptions


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Page 38 of 38

Statement of Limiting Conditions and Assumptions

1. This Report/Study (the "Work") has been prepared at the request of, and for the exclusive use of, the Owner, and its affiliates (the "Intended Users"). No one other then the intended users has the right to use and rely on the work without first obtaining the written authorization of FLORA DESIGNS and its Owners.

2. The comments, recommendations and material in this report reflect Flora Designs best judgement in light of the information available to it at the time of preparation of this report. It is not qualified to and is not providing legal or planning advice in this work.

3. Flora Designs expressly excludes liability to any third party except the Intended Users for any use of, and/or reliance upon, the work.

4. Flora Designs notes that the following assumptions were made in completing the work a) The land use description(s) supplied to Flora Designs are correct b) The surveys and other data supplied to Flora Designs by the Owner are accurate c) Market timing, approval delivery and secondary information is within the control of parties other then

Flora Designs d) There are no encroachments, leases, covenants, binding agreements, restrictions, pledges, charges, liens

or special assessments outstanding, or encumbrances, which would significantly affect the use or servicing

Investigations have not been carried out to verify these assumptions. Flora Designs deems the sources of data and statistical information contained herein to be reliable, but we extend no guarantee of accuracy in these respect.

5. All the plans, photographs, and sketches prepared and presented in this report/study are included solely to aid the visualizing the location of the property, the boundaries of the site, and the relative position of the improvements on the said lands are based on information provided by Owner

6. Flora Designs accepts no responsibility for legal interpretations, questions of survey, opinion of title, hidden or inconspicuous conditions of the property, toxic wastes or contaminated materials, soil or sub soil conditions, environmental, engineering or other factual and technical matters disclosed by the owner, the clients, or any public agency, which by their nature, may change the outcome of the work.

7. In the preparation of this report, Flora Designs have made investigations from secondary sources as documented in the work, but did not checked compliance with by‐laws, codes, agency and government regulations, etc., unless specifically noted in the work.

8. The value of proposed improvements should be applied only with regard to the purpose and function of the work, as outlined in the body of this work. Any cost estimated set out in the work are based on construction averages and subject to change.

9. Neither possession of Work, nor a copy of it, carries the right of publication. All copyright in the work is reserved to Flora Designs and is considered confidential by Flora Designs. The Work shall not be disclosed, reproduced, quoted from, referred to, in whole or in part, or published in any manner, without the express written consent of Flora Designs and the Owner.

10. The work is only valid if it bears the Professional Engineer's seal and original signature of author, and if considered in its entity. Responsibility for unauthorised alteration to the Work is denied.

© COPYRIGHT 2012 Flora Designs Inc.

400 Bronte Street South, Suite 201 Milton, Ontario L9T 0H7 Tel: (905) 567-8678 email: [email protected] Fax: (905) 875-1339

Website: www.mgm.on.ca

October 19, 2012 2012-035 Salmona Tregunno Inc. 2620 Bristol Circle Suite 100 Oakville, Ontario L6H 6Z7 Attention: Mr. Jeff Kenny, Partner Dear Jeff, Re: 177 Cross Avenue, Oakville Ontario,

Functional Servicing and Stormwater Management Report Addendum As requested, this letter is an addendum to the Functional Servicing Report prepared by Flora Designs Inc. dated June 18th 2012. The addendum was prepared to provide additional information regarding downstream water and wastewater constraints and opportunities and should be read in conjunction with the above noted report. Background Information The original Functional Servicing Report was completed to support the rezoning application of the subject property. During preliminary discussions between Salmona Tregunno and the Region of Halton regarding the proposed rezoning, Regional planning staff indicated that it was their intent to put a holding provision on the subject property due to downstream wastewater servicing constraints. At that time, Salmon Tregunno on behalf of the developer requested a meeting with both the Region of Halton Planning and Public Works departments in order to identify the servicing constraints and timing of the proposed infrastructure improvements to address the constraints. The meeting was attended by the developer, the developer’s agent, (Salmona Tregunno), the developer’s servicing consultant, (MGM Consulting Inc.), and Regional Planning and Public Works staff. During the meeting, John Duong, Manager of Wastewater Planning indicated that several wastewater constraints were identified by the Region’s servicing consultant downstream of the subject property that would impede development from occurring until the constraints were rectified. Mr. Duong noted that a 900mm twin trunk sewer was required on Trafalgar Road and Rebecca Street and a 1050mm trunk sewer was required on Lakeshore Road West from Rebecca Street to the Oakville South West WWTP. He also indicated that additional wastewater sewers were required upstream closer to the subject property to address local capacity issues. Mr. Duong noted that the design budgets for the Regional projects have been approved by council and the funding was in place through the Region’s development charges. Mr. Duong stated that it was the Region’s intent to construct all the above noted wastewater mains concurrently pending

Mr. Jeff Kenny October 19, 2012 Re: Addendum to a Functional Servicing Report Page 2of 4

council approval of funding through development charges and expected construction to be completed for all wastewater projects by 2015. Master Servicing Intensification Study The above servicing constraints identified by the Region were a result of a Water and Wastewater Master Servicing Plan Intensification Servicing Strategy undertaken by Aecom which is an appendix to the Sustainable Halton Water and Wastewater Master Plan. The analysis was completed to highlight areas that are more suited for potential early phasing intensification growth from a water and wastewater perspective. Intensification Study Methodology The Region’s 2008 existing conditions full pipe water and wastewater hydraulic models were used for the analysis and the intensification areas were provided by the Region. The analysis was completed for each intensification area independently to determine the feasibility to add new growth. As indicated in Aecom’s report, “water pressure and flows were observed under existing conditions. Higher pressures within an area indicated better opportunity for growth and areas that had higher velocities and higher losses within the water network indicated areas that may be constrained. Fire flows within the predetermined areas were also observed to determine the impact of growth while maintaining acceptable residual pressures of 20 psi. The wastewater analysis was completed by observing flows and depth to diameter ratios under existing conditions. A lower ratio indicated a better opportunity for growth. The number and size of sewers collecting flows from intensification areas were observed to determine potential growth capacity.” Water Servicing The subject property is located with the intensification area identified in Aecom’s analysis as I4O (Oakville Urban Growth Centre). Based on Aecom’s analysis, Area I4O “water pressure is maintained above 80 psi. There are three 300mm feeds into the area providing good water distribution and potential capacity for future growth. Some small mains could be exceeding capacity. The area is located on the low end of pressure zone 2 with very high fire flows indicated. This area could support growth from both a local and trunk watermain perspective.” Further to the above, Regional staff indicated that there are no watermain constraints within the area of the subject property. As indicated in the Functional Servicing Report, a flow and pressure test will be completed on the existing municipal hydrants fronting the site during the detailed design stage to confirm minimum system pressures.

400 Bronte Street South, Milton, Ontario L9T 0H7 Tel: (905) 567-8678 email: [email protected] Fax: (905) 875-1339



Wastewater Servicing Based on the wastewater analysis, surcharging of the Trafalgar wastewater trunk sewer was identified under peak conditions and as a result, has been identified as a development constraint for the Oakville Urban Growth Centre. The Master Servicing Plan identifies projects 6540 and 6541 as, “Twin 900mm WWM on Trafalgar Road and Randall Street/Rebecca Street from Lawson Street to Wilson Street and 1050mm Trunk Sewer on Rebecca Street and Lakeshore Road from Wilson Street to the Oakville SW Wastewater Treatment Plant.” The above projects are identified in the Regions’ Sustainable Halton Capital Program and the full descriptions of the above projects have been appended to this letter. The Region has also identified additional constraints within the local sewers downstream of the proposed development. The Sustainable Halton Capital Program identifies projects 6535, 6536 and 6537 respectively as “450mm WWM on Trafalgar Road between 10m north of Inglehart Street North and over Cornwall Road and railway to connect to Cross Avenue, 525mm WWM on Cross Avenue between Argus Road and Lyons Lane, and 675mm WWM on Trafalgar Road between Spruce Street until 60m north of Cornwall Road where it follows the side road crossing the railroad line and through the Go Transit car parking lot and heads due west and north up Argus Road for 60m.” The alignment of the proposed WWM construction has been identified in Figures No.1 and No.2. Storm Servicing The external municipal storm sewer on Cross Avenue drains to Sixteen Mile Creek via an existing headwall located approximately 500m west of the site on Cross Avenue just south west of Lyons Lane. Town of Oakville staff was contacted to confirm adequate downstream storm sewer capacities within this stretch of sewer. Staff indicated that they were not aware of any downstream constraints but advised if capacity issues arose prior to the detailed design stage, a more onerous stormwater management requirement of controlling post development flows to the 2 year existing condition could be implemented. The additional storage required as a result could be easily provided for with a combination of rooftop and parking lot storage. Summary Based on the above, there are no external servicing constraints from a water and storm sewer perspective. There are noted downstream servicing constraints within both local and trunk wastewater sewers that will need to be addressed prior to the proposed development of 177 Cross Avenue. The Region of Halton anticipates the construction to address the wastewater constraints will be completed in 2015.






Should you require anything further, contact the undersigned at you convenience. Yours truly, MGM Consulting Inc.

John Bishop, CET.

Figure 1

HALTON CAPITAL WWM

PROJECTS (LOCAL SEWERS)

ADDENDUM TO FSR 177 CROSS AVE.

400 Bronte Street South

Milton, Ontario

L9T 0H7

Tel: (905 )567-8678

Fax: (905 )875-1339Suite 219

Email: [email protected]

www.mgm.on.ca

CONSULTING INC

REG. PROJ. 6536

SITE

REG. PROJ. 6537

REG. PROJ. 6535

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Figure 2

HALTON CAPITAL WWM

PROJECTS (TRUNK SEWERS)

ADDENDUM TO FSR 177 CROSS AVE.

400 Bronte Street South

Milton, Ontario

L9T 0H7

Tel: (905 )567-8678

Fax: (905 )875-1339Suite 219

Email: [email protected]

www.mgm.on.ca

CONSULTING INC

SITE

REG. PROJ. 6541

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REG. PROJ. 6540

Sustainable Halton Capital ProgramSustainable Halton Capital Program

IPFS ID:6541

Project Description Deep Tr nk Se er onProject�Description:�Deep�Trunk�Sewer�on�Rebecca�St�and�Lakeshore�Rd�W�from�Wilson�St�to�Oakville�SW�WWTP�

Project Documentation

1. Project Tracking Sheet Summary

2. Alternative Solutions on Map

3. Additional Technical Support (if applicable)

4. Additional Data - Site Descriptions, Profiles, etc. (if applicable)

5. Alternatives Evaluation Table

6. Preferred Solution on Map

7. Tracking Sheet

Public WorksDEVELOPMENT PROJECT TRACKING SHEET SUMMARY

Date Prepared/Updated: 29-Sep-11 Project Number:Version Number: 1 IPFS:

Prepared/Updated By: AECOM

Project Name/Description:

Project Need:

Evaluation:

Special Consideration:

Overview6540 6541

Wastewater network upgrade required to service future lakebased intensification in Oakville UGC. No environmental crossings are required. Sewer depth is approximately 10m and length is approximately 3,600m. The project will tie into ID #6540 and the existing Oakville SW WWTP. The alignment will be on Rebecca St and Lakeshore Rd W from Wilson St to Oakville SW WWTP and will be constructed in the road right of way.

Servicing solutions for the existing and future capacity deficiency due to growth in the Oakville UGC were evaluated on the basis of their technical, environmental, legal/jurisdictional, socio-cultural, and economic impacts.

There were a few specific factors that played key roles in the screening process, such as:• Environmental/Natural Heritage: Alignments and sites are not within Niagara Escarpment limits, however the alignment crosses Conservation Halton Regulation Limit Area and 16 Mile Creek.• Cultural/Heritage: Existing road right of way. No significant Cultural/heritage impacts anticipated.• Transport: Traffic impacts due to construction within existing road right-of-way.• Crossing: One Bridge/Creek Crossing

Twin 900mm WWM on Trafalgar Rd and Randall Street/Rebecca Street from Lawson Street to Wilson Street and 1050 mm Trunk Sewer on Rebecca St and Lakeshore Rd W from Wilson St to Oakville SW WWTP

Selection of Preferred Servicing Alternative:Four alternative servicing solutions were evaluated as follows:• Alternative 1 – New WWPS and WWFM pumping to Mid-Halton WWTP drainage area.• Alternative 2 – Twinned sewer along existing Rebecca St alignment from south of Oakville UGC to Oakville SW WWTP. • Alternative 3 – Gravity sewer to Oakville Southeast WWTP with plant upgrades and WWPS decommissionings.• Alternative 4a – Deep sewer from south of UGC to Oakville SW WWTP including 7-8 WWPS decommissionings and flow diversions to the trunk sewer. Also requires construction of WWPS at Oaville SW WWTP• Alternative 4b – Deep sewer from south of UGC to Oakville SW WWTP including 5 WWPS decommissionings and flow diversions to the trunk sewer. No new WWPS required

Alternative 4b was selected as the preferred alternative for servicing the Oakville UGC. It enables decommissioning of several WWPS along Lakeshore Blvd/Rebecca St, provides servicing for the UGC and also alleviates existing capacity constraints downstream of the UGC.

The complete Alternative 4b includes wastewater projects #6530, #6531, #6532, #6534, #6535, #6536, #6537, #6538, #6540, #6541, #6542 and #6543

$+

#*#*

$+$

$

$

#

QEW

Third

Lin

e

Traf

alga

r Rd

Ford Dr

Speers Rd

Rebecca St

Sixt

h Li

ne

Dundas St E

Dor

val D

rH

wy 403

Dundas St W

Cornwall Rd

Eigh

th L

ine

Kerr St

Lakeshore Rd W

Lakeshore Rd E

Upper Middle Rd E

Upper Middle Rd W

Win

ston

Chu

rchi

ll B

lvd

Nin

th L

ine

North Service R d W

Four

th L

ine

Ney

agaw

a B

lvd

Royal Windsor DrNorth

Serv

ice R

d E

Cha

rtwel

l Rd

Wyecroft Rd

Mor

rison

Rd

Nottinghill G

ate

Map

le G

rove

Dr

Kingsway D

r

The C

anad

ian R

d

South Service Rd E

Reynolds S

t

Leighland Ave

Cross Ave

She

rwood Heights Dr

Randall St

Sou

th Service Rd W

Iroquois Shore Rd

QEW

Hw

y 40

3

Fourth Line

Wyecroft Rd

Four

th L

ine

South Service Rd W

Mid-Halton WWTP

Oakville SW WWTP

Oakville SE WWTP

Oakville UGC Servicing OptionsProject: 6540/6541

60114062-391-WWSustainable Halton

±

0 740 1,480370 Meters

Oct 03, 2011

QEW

Hwy 407

Gue

lph

Line

App

leby

Lin

e Six

th L

ine

Nin

th L

ine

Reg

Rd

25

Bra

nt S

t

Rebecca St

Trem

aine

Rd

Ford Dr

Dorval D

r

Britannia Rd

No 1 Siderd

Bur

loak

Dr

Colling Rd

QE

W

- Project Area

LegendExisting Wastewater Infrastructure

# Wastewater Pumping Station

$ Wastewater Treatment Plant

Wastewater Main

Wastewater Forcemain

Proposed/Upgrade Wastewater Infrastructure

#* Wastewater Pumping Station

$+ Wastewater Pumping Station

Wastewater Main

Preferred Wastewate Infrastructure

#* Wastewater Pumping Station

$+ Wastewater Treatment Plant

Preferred Alignment - Wastewater Main

Preferred/Proposed Wastewater Forcemain

UGC Servicing Options

Option 1 - Forcemain

Option 2 - Gravity Sewer

Option 3 - Gravity Sewer

Option 4a/4b - Gravity Sewer

Option 4b - Gravity Sewer

Parcel Fabric

Urban Growth Centres

Environmental Features

Greenbelt

Greenland - A

Greenland - B

ANSI

ESA

Provincial Wetlands

Regional Wetlands

Escarpment Protected Area

Escarpment Rural Area

Escarpment Natural Area

Conservation Halton - Regulation Limit

Credit Valley Conservation - Regulation Limit

Grand River Conservation Authority - Regulation Limit

Lakes, Rivers and Creeks

Assumes pipe on road alignment

1:55,000

#*$+$+

Potential Upgrades toOakville SE WWTP

(Option 3)

New WastewaterPumping Station

(Option 1)

Decommission existing WWPS’s andconstruct gravity connectionsto trunk sewer (Option 4a/4b).

Option 4b preferred

#*

New WastwaterPumping Station

(Option 4a)

Traf

alga

r/M

acD

onal

d

Rand

all/

Dun

n

Rand

all/

Nav

y

Rand

all/

Wat

er

Rebe

cca/

16 M

ile C

reek

Rebe

cca/

Chis

holm

Rebe

cca/

Fela

n

Rebe

cca/

Mau

rice

Lake

shor

e/M

auric

e

Lake

shor

e/Sh

orew

ood

Lake

shor

e/Bi

rchi

ll

Lake

shor

e/W

estd

ale1

Lake

shor

e/W

estd

ale2

Lake

shor

e/W

olfe

dale

Oak

ville

SW

WW

TP

Navy St (18)

Water St (7)Walker (21)

Rebecca (81)

Lakewood (20)

Shorewood (52)

Birch Hill (23)

Westdale (24)

Stirling (56)

WWTP Inlet MH 172.96m

SPS 22

0

10

20

30

40

50

60

70

80

9040

50

60

70

80

90

100

110

120

130

0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500

Sew

er D

epth

(m)

Elev

atio

n (m

)

Distance (m)

Lakeshore Deep Trunk Sewer Profile (4a & 4b)

Ground Elevation Deep Trunk Sewer 1 (4a) Deep trunk Sewer 2 (4b) Sewer 1 Depth Sewer 2 Depth

THE REGIONAL MUNICIPALITY OF HALTON

2031 ALTERNATIVE A POPULATION & EMPLOYMENT FLOW GENERATIONMay 2011 BPEs Average Day DWF Res 275 L/cap/day

PROJECT NO: Ind 410 L/emp/dayLOCATION: Oakville UGC Flow Calculation Comm 260 L/emp/day

0.075 Inst 135 L/emp/dayDATE: 16.5 Peak Extraneous Flow 0.286 L/s/haDESIGNED BY: n = Manning's Roughness Coef. 0.013CHECKED BY: M = 1 + 14 / (4 + (P / 1000)0.5)

where P = Population

Location Branch TrafficZone

% of TZ(Pop &Jobs)

% of TZ(Area) Pop. Area Pop. Area Pop. Area Average Day

DWFTotal Equiv

Pop

PeakingFactor

(M)

Peak Ext.Flow

PeakDWF Peak WWF

Ind Comm Inst (ha) Ind Comm Inst (ha) Ind Comm Inst (ha) (L/s) (L/s) (L/s) (L/s)

60114062

Total Adjusted Cumulative Adjusted

Employees Employees Employees

104 100% 100% 3,099 - 141 328 88 3099 0 141 328 88 3,099 - 141 328 88 10.80 3,393 3.40 25.05 36.68 61.72105.01 100% 100% 1,718 - 149 156 59 1718 0 149 156 59 4,817 - 290 484 146 16.96 5,328 3.22 41.87 54.60 96.47105.02 100% 100% 386 - - - 19 386 0 0 0 19 5,203 - 290 484 165 18.19 5,714 3.19 47.26 58.03 105.29101.01 100% 100% 2,793 - 1,020 288 72 2793 0 1020 288 72 7,996 - 1,310 772 238 30.60 9,613 2.97 67.97 90.92 158.89

106 100% 100% 373 - 27 27 21 373 0 27 27 21 8,369 - 1,337 799 258 31.91 10,025 2.95 73.88 94.24 168.12102.02 100% 100% 775 - 36 82 36 775 0 36 82 36 9,144 - 1,372 881 295 34.61 10,874 2.92 84.27 101.01 185.28102.01 100% 100% 133 - - - 7 133 0 0 0 7 9,278 - 1,372 881 301 35.04 11,008 2.91 86.14 102.07 188.20103.01 100% 100% - - 463 - 15 0 0 463 0 15 9,278 - 1,836 881 316 36.43 11,446 2.90 90.41 105.51 195.9242.02 100% 100% 4,553 - 2,717 338 32 4553 0 2717 338 32 13,831 - 4,553 1,220 348 59.63 18,734 2.68 99.51 159.86 259.37

43 100% 100% 1,757 - 1,162 206 10 1757 0 1162 206 10 15,588 - 5,715 1,426 358 69.04 21,692 2.62 102.33 180.69 283.0245 100% 100% 1,004 - 723 46 3 1004 0 723 46 3 16,592 - 6,438 1,472 361 74.48 23,401 2.58 103.31 192.48 295.79

44.01 100% 100% 1,713 - 132 - 10 1713 0 132 0 10 18,305 - 6,570 1,472 371 80.33 25,239 2.55 106.03 204.96 310.9947.02 100% 100% - 215 - - 9 0 215 0 0 9 18,305 215 6,570 1,472 379 81.35 25,560 2.55 108.53 207.13 315.6547.01 100% 100% - 192 - - 8 0 192 0 0 8 18,305 407 6,570 1,472 387 82.27 25,846 2.54 110.69 209.05 319.7448.01 100% 100% 519 - - - 6 519 0 0 0 6 18,824 407 6,570 1,472 393 83.92 26,365 2.53 112.40 212.53 324.93

46 100% 100% 4,092 - 2,402 197 29 4092 0 2402 197 29 22,916 407 8,973 1,668 422 104.48 32,825 2.44 120.58 254.82 375.3948.04 100% 100% 434 - - - 6 434 0 0 0 6 23,349 407 8,973 1,668 428 105.86 33,259 2.43 122.29 257.59 379.8948.02 100% 100% 216 - - - 2 216 0 0 0 2 23,565 407 8,973 1,668 430 106.54 33,474 2.43 123.00 258.97 381.9848.03 100% 100% 115 - - - 1 115 0 0 0 1 23,680 407 8,973 1,668 431 106.91 33,590 2.43 123.39 259.71 383.10

2031 Oakville UGCFlow - MAY

2031 Upstream ofOakville UGC Flow - MAY

28/09/2011

Oakville UGC Intensification Area - Wastewater Servicing Evaluation Table

Alternatives Alternative 1 Alternative 2 Alternative 3 Alternative 4a Alternative 4b

Description

Oakville UGC serviced by: - Upgraded gravity sewers within UGC - New WWPS near 16 Mile Creek - New FM from WWPS to gravity Sewer on North ServiceRd

Oakville UGC and I5O serviced by: - Upgraded gravity sewers within UGC - Gravity sewer twin on Trafalgar Rd, Randall Rd, RebeccaSt and Lakeshore Rd

Oakville UGC serviced by: - Upgraded gravity sewers within UGC - New Gravity Sewer twin on Cornwall Rd and Chartwell Rd - New Deep Gravity Trunk on Lakeshore Rd - Upgrades to Oakville SE WWTP or WW flow diversion toPeel - Upgrades to WWPS on Lakeshore Rd

Oakville UGC, I5O and existing Oakville serviced by: - Upgraded gravity sewers within UGC - New deep trunk sewer on Lakeshore Rd - New WWPS On Lakeshore Rd at Oakville SW WWTP - New FM from WWPS to Oakville SW WWTP - Decommission up to 8 sewage pumping stations alongRebecca/Lakeshore

Oakville UGC, I5O and existing Oakville serviced by: - Upgraded gravity sewers within UGC - New deep trunk sewer on Lakeshore Rd - Decommission up to 5 sewage pumping stations alongRebecca/Lakeshore

Environmental Oakville UGC is located along 16 Mile Creek, withinpartially built up area of Oakville

Oakville UGC is located along 16 Mile Creek, withinpartially built up area of Oakville




WWFM crossing of 16 Mile Creek near Cornwall Rd WWM crossing of 16 Mile Creek along RebeccaSt/Randall Rd Potential upgrades to the Oakville SE WWTP WWM crossing of 16 Mile Creek along Rebecca

St/Randall RdWWM crossing of 16 Mile Creek along RebeccaSt/Randall Rd

ESA crossing required by WWFM ESA crossing required by trunk sewer ESA crossing required by trunk sewer ESA crossing required by trunk sewer

Technical Alignment is approximately 4000 m. Alignment is approximately 4510 m. Alignment is approximately 4100 m, 2,700 m of whichis proposed within the RVA report Alignment is approximately 5100 m. Alignment is approximately 5100 m.

Urban Construction along existing roadwayalignments with crossing of QEW along new alignment

Urban Construction along existing roadwayalignments




Moderate potential for conflict with utilities. High potential for conflict with utilities. High potential for conflict with utilities. High potential for conflict with utilities. High potential for conflict with utilities.

Could be mitigated with the application of the followingtechniques: directional drill, tunnelling or Jack andBore.

Potential for attachment to Randall St/Rebecca StBridge for 16 Mile Creek Crossing






Crossings: 2 Major (16 Mile Creek, QEW) Crossings: 1 Major (16 Mile Creek) Crossings: 0 Crossings: 1 Major (16 Mile Creek) Crossings: 1 Major (16 Mile Creek)

Sewer Depth 4-18m Sewer Depth: 4-14m

Socio / Cultural Low traffic disruptions / disturbance expected alongNorth Service Rd during construction

Significant traffic disruptions / disturbance expectedalong entire route with the exception of tunelledsections

Significant traffic disruptions / disturbance expectedalong entire route



Low visual impact as there are few local residencieswithin the area.

Significant visual impact as there are many localresidencies within the area.




There will be a temporary but impact to nearbylandowners during construction. Noise disturbance willbe limited by ensuring construction takes place duringnormal working hours. Dust will be controlled throughconstruction contract obligations.

There will be a temporary but minimal impact on theadjacent landowners during construction. Noisedisturbance will be limited by ensuring constructiontakes place during normal working hours. Dust will becontrolled through construction contract obligations.




Cost dependent on method of crossings and extentsof tunelled sections.


Cost dependent on method of crossings, extents oftunelled sections and upgrades to Oakville SE WWTPrequired.



Financial Longest forcemain distance High capital cost for trunk sewer for servicing of UGConly

High capital cost with high uncertainty for upgrading ofSE WWTP Highest Capital cost due to deep trunk sewer option High Capital cost. Cost reduced from 4a with the

elimination of WWPS at Oakville SW WWTP

2 Major Crossings (16 Mile Creek and QEW) 1 Major Crossing (16 Mile Creek) 0 Major Crossings 1 Major Crossing (16 Mile Creek) 1 Major Crossing (16 Mile Creek)

O & M of Large Pumping Station and long forcemain Continued O&M cost of Lakeshore WWPS operationIn-line with RVA recommendation of adding trunksewer on Lakeshore and decommissioning WWPSwithin Oakville SE WWTP catchment area

Lowest Overall Capital Cost 1 additional WWPS at Oakville SW WWTP

Does not enable decommissioning of any OakvilleSW WWPSs

Does not enable decommissioning of any OakvilleSW WWPSs

Does not facilitate decommissioning of any OakvilleSW WWPSs

Will enable decommissioning of 7-8 WWPS alongLakeshore, resulting in O&M cost savings.

Will enable decommissioning of 5 WWPS alongLakeshore, resulting in O&M cost savings.

Legal / Jurisdictional Land requirements for WWPS and tunnel shafts Wastewater mains constructed within existing roadright of way Little to no Land acquisition for projects Land requirements for tunnel shafts Land requirements for tunnel shafts

Overall Score Moderate Moderate Low Moderate High

Projects 6540 & 6541 - Oakville UGC Intensification Area - Wastewater Servicing Evaluation Table

Public WorksPROJECT TRACKING SHEET


Prepared/Updated By: AECOM Intensification Area:

Project Description:

Scope of Work:

Project Justification:

Class EA Requirements (Special Studies Required, Schedule A, A+, B or C and Justification):

Triggers Affecting Project Need:

Project Timing:

In Service: 2015 Design:Class EA: A+ Construction:

20122013

OUGC4C

N/A6540

Twin 900 mm WWM on Trafalgar Rd and Randall Street/Rebecca Street from Lawson Street to Wilson Street

Twin 900 mm WWM (1200 m) on Trafalgar Rd and Randall Street/Rebecca Street from Lawson Street toWilson Street. The existing sewer has been twinned in order to provide future capacity. The project crossesgreenland/16 Mile Creek and will be constructed within existing road right of way with the one (1) crossing.Combined with wastewater project #6541 to provide Oakville UGC servicing.

Wastewater network upgrade required to service future lake-based intensification in Oakville UGC. Therequirement for the upgrade was highlighted as part of the Region of Halton Intensification Study, wherehydraulic analysis identified mains that when simulated sewerline capacity (Q/Qc) reached 85%. The projectedfuture growth has drived the need for a trunk sewer.

Schedule A+

Projected growth in Oakville UGC

Public WorksDEVELOPMENT PROJECT TRACKING SHEET

Oversizing Justification

Property Requirements:

Cost Estimate (2012 Dollars): Refer to Cost Estimate Spreadsheet Attachment

Permits and Approvals Required:Yes No If yes, describe type:

MOE Permit to Take Water XMOE Certificate of Approval - Water XMOE Certificate of Approval - Sewage XMOE Certificate of Approval - Air XClass Environmental Assessment X

Ministry of Natural Resources XDepartment of Fisheries Approval XTransport Canada/Navigable Waters XArchaeological Stage 1,2,3,4 XMarine Archaeological XSite Plan XBuilding Permit XConservation Permit XMinistry of Transport - Encroachment Order XRail Crossing XGas Pipeline Crossing XOther X

No oversizing or benefit to existing

No property requirements

Covered in MP (2011)Consultation re: Endagered

Species Act


AttachmentsComment

i.ii.iii.iv.v.

Additional Comments:

Circulation: Manager (date/initial)Project Manager (date/initial)

To be completed by Infrastructure Planning DepartmentComponent ID Staging (yr) ($)

Staging (yr) ($)Staging (yr) ($)

Plan & Profiles

Other

Combined with Project 6541 to service the Oakville UGC

During the subsequent steps of project implementation, primarily during detailed design, the followingrequirements will be considered:

• Final refinement of infrastructure alignment and facility siting• Final refinement of construction methodologies• Completion of additional supporting investigations as required such as geotechnical, hydrogeotechnical andsite specific environmental studies• Review and mitigation of potential construction related impacts• Completion of all approval requirements including but not limited to provincial approvals (MOE, MNR), localmunicipality approvals (site plans, building permits), and conservation authority approvals.

Sketch Of FacilityCost EstimatesCalcs/Spreadsheet



Prepared/Updated By: AECOM

Project Description:

Scope of Work:

Project Justification:

Class EA Requirements (Special Studies Required, Schedule A, A+, B or C and Justification):

Triggers Affecting Project Need:

Project Timing:

In Service: 2015 Design:Class EA: B Construction:

N/A6541

1050 mm Trunk Sewer on Rebecca St and Lakeshore Rd W from Wilson St to Oakville SW WWTP

Wastewater network upgrade required to service future lakebased intensification in Oakville UGC. Noenvironmental crossings are required. Sewer depth is approximately 10m and length is approximately 3,600m.The project will tie into ID #6540 and the existing Oakville SW WWTP. The alignment will be on Rebecca St andLakeshore Rd W from Wilson St to Oakville SW WWTP and will be constructed in the road right of way.

Wastewater network upgrade required to service future growth area. Highlighted as part of the Region of HaltonIntensification Study. The results of the RMOH Growth Intensification Study deemed that when simulatedsewerline capacity (Q/Qc) reaches 85% the need for upgrades are triggered. It is the projected future growth thathas driven the need for a new trunk sewer, the project will also relieve the existing constraints along the existingRebecca Trunk Sewer. The Benefit to Existing is based on transferred flow from existing areas resulting fromWWPS decommissioning relative to the capacity of the new trunk sewer.

Schedule B

Projected population growth in Oakville UGC

20122013


Benefit to Existing (BTE)

Property Requirements:

Cost Estimate (2012 Dollars): Refer to Cost Estimate Spreadsheet Attachment

Permits and Approvals Required:Yes No If yes, describe type:

MOE Permit to Take Water XMOE Certificate of Approval - Water XMOE Certificate of Approval - Sewage XMOE Certificate of Approval - Air XClass Environmental Assessment X

Ministry of Natural Resources XDepartment of Fisheries Approval XTransport Canada/Navigable Waters XArchaeological Stage 1,2,3,4 XMarine Archaeological XSite Plan XBuilding Permit XConservation Permit XMinistry of Transport - Encroachment Order XRail Crossing XGas Pipeline Crossing XOther X

Dewatering

There is a benefit to existing portion cost. This project will service the UGC growth in Oakville as well as relievethe existing constraints along the Rebecca St Trunk Sewer. The Benefit to Existing is based on transferred flowfrom existing areas resulting from WWPS decommissioning relative to the capacity of the new trunk sewer.

Potential property requirements for tunnel shafts

Req consultation with CH

Transfer of Review

Covered in 2011 MP

Consultation re: EndageredSpecies Act


AttachmentsComment

i.ii.iii.iv.v.

Additional Comments:

Circulation: Manager (date/initial)Project Manager (date/initial)

To be completed by Infrastructure Planning DepartmentComponent ID Staging (yr) ($)

Staging (yr) ($)Staging (yr) ($)

Plan & Profiles

Other

Tunelling requiredCost estimate based on tunnelled sewer unit cost

During the subsequent steps of project implementation, primarily during detailed design, the followingrequirements will be considered:

• Final refinement of infrastructure alignment and facility siting• Final refinement of construction methodologies• Completion of additional supporting investigations as required such as geotechnical, hydrogeotechnical and sitespecific environmental studies• Review and mitigation of potential construction related impacts• Completion of all approval requirements including but not limited to provincial approvals (MOE, MNR), localmunicipality approvals (site plans, building permits), and conservation authority approvals.

Sketch Of FacilityCost EstimatesCalcs/Spreadsheet

Documents

FUNCTIONAL SERVICING AND STORMWATER … planning/da-161470-fsr.pdf · Functional Servicing and ... Post‐development water supply requirement ... and approx 32380 m2 gross floor