FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT

Transcription

1 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 REVISIONS 1 st Submission for Application MARTIN GROVE ROAD, ETOBICOKE, ONTARIO, M9V 3S7 TEL: (416) FA: (647) _ 12179_FSR SWM_177 Cross Ave_Jun 18, 2012

2 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 Quantity Control 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 Table 2 Table 3 Table 4 Table 5 Pre development Input Parameters Pre development Peak Flows Post development Input Parameters Post development Peak Flows Post development Quantity Control Analysis Page 2 of 38

3 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 Page 3 of 38

4 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 m 2 (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 m 2 gross floor area on the ground and second floor and four high rise residential buildings having 550 residential units and approx m 2 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. Page 4 of 38

5 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. Page 5 of 38

6 Table 1 Pre development Input Parameters Catchment # Drainage Area (ha) Runoff Coefficient (C) Time of Concentration (Tc) (min.) CA 1 Pre 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 predevelopment flow calculations are included in Appendix "B". Table 2 Pre development Peak Flows Catchment # Peak Flow (m 3 /s) 5 year 100 year CA 1 Pre 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 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 Catchment # Peak Flow (m 3 /s) 5 year 100 year CA 1 Post Page 6 of 38

7 The post development Stormwater Management will be justified by discussing the following stormwater controls: 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, postdevelopment 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 (m 3 /s) Postdevelopment Peak Flow Required Underground Storage (m 3 ) (m 3 /s) 5 year year 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 Page 7 of 38

8 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 oversized to accommodate the required storage volume 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: Page 8 of 38

9 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. Page 9 of 38

10 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 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 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". Page 10 of 38

11 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 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 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". Page 11 of 38

12 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 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 postdevelopment 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 L/s. 2. The fire flow required for the site estimated at 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) Project Coordinator Chirag C. Patel, P.Eng, PMP Senior Project Manager Page 12 of 38

13 Appendix "A" Architectural Plans Location Map Architectural Site Plan and Building Elevation Site Survey Page 13 of 38

14 LOCATION MAP (Not to Scale) Page 14 of 38

15 ARCHITECTURAL SITE PLAN AND BUILDING ELEVATION (Not to Scale) Page 15 of 38

16 Functional Servicing and Stormwater Management Report Proposed Residential & Commercial Development, Town of Oakville, ON File: Page 16 of 38

17 SITE SURVEY (Not to Scale) Page 17 of 38

18 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 Page 18 of 38

19 IDF Curve - Town of Oakville (Based on Development Engineering Procedures Manual) Time of Concentration ( Tc ) (in Minute) 10 Parameters Return Period 2-year 5-year 10-year 25-year 100-year Coefficient ( A ) Coefficient ( b ) Exponent ( c ) ( I ) = A * (Tc + b)^c Page 19 of 38

20 Design Storm - Town of Oakville Time (min.) 2-year 5-year 10-year 25-year 100-year Rainfall Rainfall Rainfall Rainfall Rainfall Intensity Intensity Intensity Intensity Intensity (mm/hr) (mm/hr) (mm/hr) (mm/hr) (mm/hr) Page 20 of 38

21 EISTING STORM DRAINAGE PLAN Page 21 of 38

22 PROPOSED STORM DRAINAGE PLAN Page 22 of 38

23 EISTING SERVICES ON ARGUS ROAD AND CROSS AVENUE Page 23 of 38

24 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 (1 - i), Where i=imperviousness Ratio Pre-Development Drainage Area Catchment # Area (m 2 ) % Impervious Runoff Coeff. Impervious Total CA-1-Pre Post-Development Drainage Area Catchment # Area (m 2 ) % Impervious Runoff Coeff. Impervious Total CA-1-Post Page 24 of 38

25 Pre-Development Peak Flow Calculations Catchment # Drainage Area Runoff Coefficient Time of Concentration "A" in Hector "C" "Tc" in Minute CA-1-Pre 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 = Coefficient, b = 5.80 ( I ) = a * (Tc + b)^c Exponent, c = Catchment # A (ha) I (mm/h) R Q (L/s) Q (m 3 /s) CA1-Pre Event 100 yr IDF Data Set, Town of Oakville Coefficient, a = Coefficient, b = 5.70 ( I ) = a * (Tc + b)^c Exponent, c = Catchment # A (ha) I (mm/h) R Q (L/s) Q (m 3 /s) CA1-Pre Page 25 of 38

26 Post-Development Peak Flow Calculations Catchment # Drainage Area Runoff Coefficient Time of Concentration "A" in Hector "C" "Tc" in Minute CA 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 = Coefficient, b = 5.80 ( I ) = a * (Tc + b)^c Exponent, c = Catchment # A (ha) I (mm/h) R Q (L/s) Q (m 3 /s) CA Event 100 yr IDF Data Set, Town of Oakville Coefficient, a = Coefficient, b = 5.70 ( I ) = a * (Tc + b)^c Exponent, c = Catchment # A (ha) I (mm/h) R Q (L/s) Q (m 3 /s) CA Page 26 of 38

27 Post-Development Site Flow and Storage Summary - 5-Year Storm Allowable Release Rate (RR) m3/s Allowable Release Volume per 5-min. Interval m3 Catchment # CA-1-Post Area (ha) = C = year Design Storm Tc (min.)= 10 a = b = 5.80 c = I = a * (Tc + b)^c Time (min.) Rainfall Intensity (mm/hr) 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) Page 27 of 38

28 Post-Development Site Flow and Storage Summary Year Storm Allowable Release Rate (RR) m3/s Allowable Release Volume per 5-min. Interval m3 Catchment # CA-1-Post Area (ha) = C = year Design Storm Tc (min.)= 10 a = b = 5.70 c = I = a * (Tc + b)^c Time (min.) Rainfall Intensity (mm/hr) 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) Page 28 of 38

29 Appendix "C" Sanitary Drainage System Pre and Post development population density Pre and Post development sanitary flow Pipe Size and Sanitary Flow Velocity Calculation Page 29 of 38

30 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 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) Population (Persons) Commercial Area 90 person/ha Apartments (Over 6 stories high) 285 person/ha 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 bedroom Post-development design population density Development Type Design Population (Persons) Commercial Area 91 Apartments 1001 Page 30 of 38

31 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 (m 3 /ha/day) Unit Sewage Flow (L/ha/s) Commercial Dry Weather Flow - Commercial Commercial Unit Sewage Flow (q) = L/ ha/ Day Gross Site Area (A) = 1.01 ha ( ( A * q ) / Average Dry Weather Flow = ) = L/Sec Modified Harmon Peaking Factor Design Population-Commercial (P C ) = In thousand Harmon Peaking Factor (M) = 0.80 x ( 1 + ( 14 / ( 4 + P^0.5) ) ) (M) = Infiltration Allowance Infiltration Allowance (I) = 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) = L/Sec Page 31 of 38

32 Post-development Sanitary Flow Commercial Dry Weather Flow (Table B.2.2, Design Criteria, Region of Halton) Type of Equivalent Development Population Density (Persons/ha) Unit Sewage Flow (m 3 /ha/day) Unit Sewage Flow (L/ha/s) Commercial Dry Weather Flow - Commercial Commercial Unit Sewage Flow (q) = L/ ha/ Day Gross Site Area (A) = 1.01 ha Average Dry Weather Flow = ( ( A * q ) / ) = L/Sec Modified Harmon Peaking Factor Design Population-Commercial (P C ) = In thousand Harmon Peaking Factor (M) = 0.80 x ( 1 + ( 14 / ( 4 + P^0.5) ) ) (M) = Residential Dry Weather Flow (Table B.2.1, Design Criteria, Region of Halton) Type of Equivalent Development Population Density (City of Toronto) (Persons) Unit Sewage Flow (m 3 /capita/day) Unit Sewage Flow (L/persons/s) Apartments Dry Weather Flow - Residential Residential Unit Sewage Flow (q) = 275 L/ capita/ Day Population Density (P) = 1001 Persons Average Dry Weather Flow = ( ( P * q ) / ) = L/Sec Modified Harmon Peaking Factor Design Population-Residential (P R ) = In thousand Harmon Peaking Factor (M) = 1 + ( 14 / ( 4 + P^0.5) ) (M) = Infiltration Allowance Infiltration Allowance (I) = 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) = L/Sec Page 32 of 38

33 PIPE SIZE CALCULATION (According to the Design Criteria Manual, Region of Halton) Pipe Capacity Q = 1/n * A * R 2/3 * S 1/2 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 (m 2 ) Capacities of Existing Sanitary Service Existing 200mm dia Service Pipe Dia (mm) Length (LM) Slope (%) Pipe Capacity (m 3 /s) Pipe Capacity (L/s) % Flow Velocities Maximum Velocity with the pipe flowing full Maximum Velocity (V) = Pipe Capacity / Sectional Area of Flow (V) = m/sec Page 33 of 38

34 Appendix "D" Water Supply System Post development water supply requirement Post development fire flow requirement Page 34 of 38

35 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) (m 3 /ha/day) Commercial (Region of Halton) Apartments (City of Toronto) Maximum Hourly Demand Peaking Factor (Table A.2.3, Design Criteria, Region of Halton) Type of Maximum Development Hourly Demand Peaking Factor Commercial 2.00 Apartments 4.00 Commercial Apartment Gross Site Area (A) = ha Average Daily Demand = m 3 /capita Maximum Daily Demand Peaking Factor = Post-development Water Supply Requirements Type of Development Population (Persons) Per capita demand L/Cap/day Maximum Demand L/day Maximum Demand L/sec Commercial Apartments TOTAL 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. Page 35 of 38

36 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 = m2 1st adjoining Floor Area = m2 2nd adjoining Floor Area = m2 A = m2 So that, F = L/min. REDUCTIONS 1 Reduced by 25% For the occupancies having low contents of fire hazard So that, F = L/min. 2 No reduction For non sprinklered buildings So that, F = L/min. 3 Structure exposed within distance of fire area Side Distance (m) % Addition North South None 0 East West Total 45 Shall not exceed 75% So that, F = L/min. Therefore, the fire flow required is = L/min L/sec N.B. - As per FUS requirements fire flow shall not exceed L/min nor be less the 2000 L/min. Page 36 of 38

37 Appendix "E" Statement of Limiting Conditions and Assumptions Page 37 of 38

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. Page 38 of 38

39 October 19, Salmona Tregunno Inc 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 18 th 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 400 Bronte Street South, Suite 201 Milton, Ontario L9T 0H7 Tel: (905) mgm@mgm.on.ca Fax: (905) Website:

40 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 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) mgm@mgm.on.ca Fax: (905) Website:

41 Mr. Jeff Kenny October 19, 2012 Re: Addendum to a Functional Servicing Report Page 3of 4 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 Bronte Street South, Milton, Ontario L9T 0H7 Tel: (905) mgm@mgm.on.ca Fax: (905) Website: