FUNCTIONAL SERVICING & SWM REPORT 2136 & 2148 TRAFALGER ROAD TOWN OF OAKVILLE Ontario Inc

Transcription

1 Ontario Inc 2136 & 2148 TRAFALGER ROAD TOWN OF OAKVILLE FUNCTIONAL SERVICING & SWM REPORT Prepared By: Metropolitan Consulting Inc Paletta Court Burlington, ON L7L 5R2 November 2016

2 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT Table of Contents 1.0 INTRODUCTION PURPOSE EXISTING CONDITIONS PROPOSED SITE PLAN BACKROUND INFORMATION AND STUDIES GRADING AND DRAINAGE EXISTING DRAINAGE CONDITIONS PROPOSED GRADING AND DRAINAGE PLAN STORMWATER MANAGEMENT STORMWATER MANAGEMENT DESIGN OBJECTIVES EXISTING DRAINAGE PROPOSED STORMWATER MANAGEMENT PLAN STORM SEWER DESIGN Quality Control Design Flow to River Oaks Boulevard Drainage to Trafalgar Road HYDRAULIC GRADE LINE Introduction Definitions Design Guidelines HGL for Development SILTATION AND EROSION CONTROL WATER SERVICING EXISTING WATERMAINS PROPOSED WATERMAINS HYDRANTS SANITARY SERVICING EXISTING SANITARY SEWERS PROPOSED SANITARY SEWERS ROADS AND GRADING ROAD NETWORK i

3 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT 6.2 ROAD STANDARDS ROAD GRADING LOT GRADING CONCLUSIONS LIST OF FIGURES Figure 1 Location Plan... 2 Figure 2 Existing Conditions... 4 Figure 3 Site Plan... 5 Figure 4 Existing Storm Drainage Area Plan... 9 Figure 5 Storm Drainage Area Plan Figure 6 Erosion and Siltation Control Plan Figure 7 - Water Distribution Plan Figure 8 Sanitary Drainage Area Plan Figure 9 Grading Plan LIST OF TABLES Table 1 - Existing Conditions Impervious Area Calculations... 7 Table 2 - Proposed Site Impervious Area Calculations Table 3 HGL for proposed storm sewers LIST OF APPENDICES Appendix A: Storm Sewer Design Sheet Appendix B: Pre & Post Development Flow Calculations Trafalgar Road Appendix C: Stormceptor Sizing Report Appendix D: Hydraulic Grade Line Calculations Appendix E: Sanitary Sewer Design Appendix F: Hydrant Flow Test Appendix G: Fire Demand Calculations Appendix H: Supporting Documents ii

4 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT 1.0 INTRODUCTION 1.1 PURPOSE Ontario Inc. is proposing to develop a 0.84 ha property located within the Town of Oakville in the Region of Halton. The property is located at the junction of Trafalgar Road and River Oaks Boulevard East, as shown on Figure 1. Metropolitan Consulting Inc. (MCI) has been retained by Ontario Inc. to provide engineering and planning services for the development. This Functional Servicing & Stormwater Management Report is being submitted in support of the land use planning applications. This report will demonstrate how the property will be graded and serviced with roads, storm and sanitary sewers, watermains and a stormwater management facility in accordance with the Town of Oakville and Region of Halton s engineering standards. The Site Plan consists of 59 4 storey townhouse units. The townhomes will be comprised of 8 blocks. 1

5 NAD83 17N , METROPOLITAN E M A I L : E N G I N E E R I N M E T R O C O N. C A C O N S U L T I N G I N C P A L E T T A C O U R T B U R L I N G T O N, O N L 7 L 5 R 2 T E L F A X N.T.S. SUBJECT LANDS ONTARIO INC & 2148 Trafalgar Road LOCATION PLAN November 2016 FIGURE 1 D15010

6 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT 1.2 EXISTING CONDITIONS The existing site is 0.84ha. There are three existing buildings on the site. There is one small house on the northern portion of site and there are two buildings on the southern part of the site which make up the Wag-a-Way animal centre. All of these structures are proposed to be removed in their entirety prior to the commencement of development. Trees are present along the boundaries and within the site as shown on the existing conditions plan, Figure 2. Generally the site slopes from North to South at approximately 1%. A small section of the site slopes from west to east to a ditch along Trafalgar Road. The ditch runs along the western side of Trafalgar Road and flows to the south. Four driveway culverts have been installed in the ditch for the two properties contained within the proposed site. A small portion of the land to the south (0.041ha) drains to the proposed site. The property is situated between Trafalgar Road to the east and Lillykin Street to the west which is part of a new residential development (Kilbarry). Townhouses are currently being constructed on the northern side of the property. The Holy Trinity Croatian Catholic Church is located on the south side of the property. 1.3 PROPOSED SITE PLAN The site is subject to one road widening with an approximate width of 8.4m and an area of 0.07ha. Therefore, the developable lands total 0.77ha. The property is intended to be developed as a single phase. As shown on Figure 3, there will be a total of 59 townhouse dwellings, separated into 8 separate blocks.. 3

7 LAN LANE LILLYKIN STREET EXISTING ANIMAL CENTRE EXISTING ANIMAL CENTRE EXISTING HOUSE TRAFALGAR ROAD CHURCH PROPERTY ONTARIO INC P A L E T T A C O U R T B U R L I N G T O N, O N L 7 L 5 R 2 T E L F A X METROPOLITAN E M A I L : E N G I N E E R I N M E T R O C O N. C A C O N S U L T I N G I N C. EXISTING HOUSE 10 Fernview Court Stoney Creek, ON. L8G 4W ONTARIO INC & 2148 Trafalgar Road TOWN OF OAKVILLE, ONTARIO, CANADA 1: 500 Existing Conditions November 2016 Figure 2 D15010

8 LAN LAN LILLYKIN STREET BLOCK 1 7 UNITS BLOCK 2 7 UNITS STREET C BLOCK 3 7 UNITS BLOCK 4 7 UNITS STREET A BLOCK 5 8 UNITS BLOCK 6 6 UNITS STREET B BLOCK 8 9 UNITS BLOCK 7 8 UNITS 2.0m SIDEWALK 2.0m SIDEWALK TRAFALGAR ROAD CHURCH PROPERTY ONTARIO INC P A L E T T A C O U R T B U R L I N G T O N, O N L 7 L 5 R 2 T E L F A X METROPOLITAN E M A I L : E N G I N E E R I N M E T R O C O N. C A C O N S U L T I N G I N C. EXISTING HOUSE 10 Fernview Court Stoney Creek, ON. L8G 4W ONTARIO INC & 2148 Trafalgar Road TOWN OF OAKVILLE, ONTARIO, CANADA 1: 500 Site Plan November 2016 D15010 Figure 3

9 1.4 BACKROUND INFORMATION AND STUDIES Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT The following additional documentation was considered in the preparation of the functional servicing report: Regional Municipality of Halton Water and Wastewater Linear Design Manual May 2014; Oakville Development Engineering Procedures and Guidelines; Storm Water Management Report For The Stan Vine Subdivision Dillion Consulting Engineers October 1988; Functional Servicing and Stormwater Management Report Kilbarry Subdivision August 2006; Functional Servicing and Stormwater Management Report Dunpar Developments Inc. January 2015; Functional Servicing Brief Stantec Project # August

10 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT 2.0 GRADING AND DRAINAGE 2.1 EXISTING DRAINAGE CONDITIONS The majority of the site (0.54Ha) to be developed drains overland from north to south where it continues across the church property and eventually drains to the existing development to the west. The remaining portion of the land (0.30Ha) drains east towards the existing ditch which conveys the flow to an existing storm sewer on Trafalgar Road. Table 1 shows the calculations for impervious areas. Table 1: Existing Conditions Impervious Area Calculations TOTAL SITE Total Area (ha) C Impervious Area (ha) L1 - Grassed Area L2 - Building L3 - Building TOTAL AREAS Average Runoff Coefficient 0.39 T1 - Grassed Area T2 - Grassed Area T3 - Building/Path T4 -Grassed Area T5 - Driveway T6 - Grassed Area TOTAL AREAS Average Runoff Coefficient 0.51 Note: Site areas that begin with L drain to Lillykin Street. Site areas that begin with T drain to Trafalgar Road. There are townhouse lots to the north of the property. There is a retaining wall separating the two sites and no surface runoff from the existing site drains to the neighboring property. Existing storm drainage areas can be seen in Figure 4. 7

11 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT Minor flows from the existing site are captured by a ditch inlet catch basin and drain to the existing storm sewer on Lillykin Street. The ditch inlet catch basin can be seen in Figure 4. Overland flow from the existing site is conveyed along Lillykin to the Stan Vine subdivision as outlined in the 1988 Storm Water Management Report prepared by Dillon. The Stan Vine drainage network was designed to convey a flow of 1.61m 3 /s to ensure that no future flooding and/or erosion would occur downstream. The Stan Vine development included detention storage in the greenbelt which reduces peak flows from the area and ensures that the 1.61m 3 /s flow is not exceeded up to and including the 100 year storm. An amendment to the Stormwater management strategy was prepared by Anton Kikas Limited in May of 2010 which stated that the existing 900mm Ø sewer crossing River Oaks Boulevard East was designed to accept 6.33 ha at a weighted runoff coefficient of This will be discussed further in section

12 LANE LANE LILLYKIN STREET L L L T1 T T T T T TRAFALGAR ROAD EXT CHURCH PROPERTY EXT EXT EXISTING HOUSE P ONTARIO INC. 10 Fernview Court Stoney Creek, ON. L8G 4W2 TOWN OF OAKVILLE, ONTARIO, CANADA 1: P A L E T T A C O U R T B U R L I N G T O N, O N L 7 L 5 R 2 T E L F A X METROPOLITAN E M A I L : E N G I N E E R I N M E T R O C O N. C A C O N S U L T I N G I N C ONTARIO INC & 2148 Trafalgar Road Existing Storm Drainage November 2016 Figure 4 D15010

13 2.2 PROPOSED GRADING AND DRAINAGE PLAN Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT The proposed grading has been designed in order to match existing elevations at the site limits. Roads will generally slope towards Lillykin Street with a low point on the site being located at the intersection of Street A and Street C. Ponding will not exceed 0.30m at any point within the site. The site will have an internal storm sewer system that will drain all roads and lots. Collection of storm runoff will be achieved through the use of catch basins. The runoff from the rear of the townhomes on Street B as well as the road widening along Trafalgar Road (Area P1) will drain to the existing ditch on Trafalgar road. The runoff from area P9 and P11 will drain directly to Lillykin Street. Roof leaders will not be connected to the weeping tile system. Leaders will be directed to the ground, via splash pads, away from the dwellings and will be collected by the proposed catch basins. The storm drainage areas can be seen on Figure 5. The flows from the contributing storms can be seen on the storm sewer design sheet in Appendix A. 10

14 LANE LILLYKIN STREET P P P BLOCK 1 7 UNITS BLOCK 2 7 UNITS STREET C P8 BLOCK 3 7 UNITS P7 BLOCK 4 7 UNITS STREET A P6 P BLOCK 5 8 UNITS BLOCK 6 6 UNITS P STREET B P3 P BLOCK 8 9 UNITS BLOCK 7 8 UNITS P m SIDEWALK 2.0m SIDEWALK TRAFALGAR ROAD EXT EXT CHURCH PROPERTY EXT EXISTING HOUSE P ONTARIO INC. 10 Fernview Court Stoney Creek, ON. L8G 4W2 TOWN OF OAKVILLE, ONTARIO, CANADA 1: P A L E T T A C O U R T B U R L I N G T O N, O N L 7 L 5 R 2 T E L F A X METROPOLITAN E M A I L : E N G I N E E R I N M E T R O C O N. C A C O N S U L T I N G I N C ONTARIO INC & 2148 Trafalgar Road Storm Drainage Area Plan November 2016 Figure 5 D15010

15 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT 3.0 STORMWATER MANAGEMENT 3.1 STORMWATER MANAGEMENT DESIGN OBJECTIVES The proposed Stormwater Management plan will be designed to meet the water quantity and quality control objectives as outlined by The Town of Oakville: Quality Control - Level 1 (Enhanced) 80% TSS removal Quantity Control 900mm pipe on the north side of River Oaks Boulevard limited to accept 6.33ha at a weighted runoff coefficient of EXISTING DRAINAGE From table 1, the pre development impervious levels to Lillykin Street and Trafalgar Road are 0.39 and 0.51 respectively. The pre-development drainage boundaries and direction of flow are shown on the Existing Storm Drainage Plan, Figure 4 (previous). 3.3 PROPOSED STORMWATER MANAGEMENT PLAN The proposed Stormwater management plan is shown on Figure 5, Storm Drainage Area Plan (previous). Storm sewers are proposed to be constructed to drain the property to the existing storm sewer on Lillykin Street. A Stormceptor or approved equivalent treatment unit will be installed to treat run-off from the site before it reaches the storm sewer on Lillykin Street. 12

16 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT 3.4 STORM SEWER DESIGN The storm sewers have been designed for the 5 year storm using The Town of Oakville design criteria. All sewers range in size from 250mm to 450mm Ø and generally have a slope of 1%. The storm sewer design sheet can be seen in Appendix A Quality Control Design It is required that the runoff from the site be treated as Level One runoff 80% TSS removal. The proposed plan lends itself to having an oil and grit separator. In order to achieve this, a Stormceptor STC-2000 or approved equivalent is proposed at the property line. The sizing calculations and report for the Stormceptor design are provided in Appendix C Flow to River Oaks Boulevard Flows in the existing sewers in the Kilbarry subdivision were calculated for post development conditions to ensure that the capacity of the 900mm Ø sewer at Namron Gate is not exceeded. As stated in section 2.1, the 900mm Ø storm sewer is limited to accept 6.33 ha at a weighted runoff coefficient of With this development, it is proposed that a total of 5.16ha with a weighted runoff coefficient of 0.63 will be conveyed into the existing sewer. The flow conveyed from the site does not exceed the maximum value specified therefore satisfies the constraints. Further calculations can be seen in Appendix A. See Appendix H for supporting documents. Allowed: 6.33 Ha x 0.52 = 3.29 Ha Impervious Area Proposed: 5.16 Ha x 0.63 = 3.25 Ha Impervious Area 13

17 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT Table 2: Proposed Site Impervious Area Calculations TOTAL SITE Total Area Impervious Area Contributing C Area (ha) (ha) Townhouse/Road P Townhouse/Road P Townhouse/Grass P Road P Townhouse/Grass P Townhouse/Road P Townhouse/Road P Townhouse P Road P Townhouse P Church Lands EXT Church Lands EXT Church Lands EXT TOTAL AREAS Average Runoff Coefficient Drainage to Trafalgar Road The predeveloped land draining to the ditch on Trafalgar Road has a runoff coefficient of A pre-development flow of 85.41L/s for the 100 year storm was calculated using the rational method. The area draining to the ditch from the proposed development (area P1 in Figure 5) is 0.116Ha. This area has an average runoff coefficient of A post development flow of 45.33L/s for the 100 year storm was calculated. According to the Region of Halton Drainage Plan for Trafalgar Road, the area contributing to the storm sewer system along Trafalgar Road is limited to the Trafalgar Road Right of way (Regional Drawing No , Drawing 2 of 2). However, a net 14

18 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT reduction of flow to the road will occur due to the development, therefore the flow of 45.33L/s is permitted to drain to Trafalgar Road as no adverse effects will occur. See Appendix B for calculations. 3.5 HYDRAULIC GRADE LINE Introduction The development of the hydraulic grade line (HGL) is a last step in the overall design of a storm drain system. The hydraulic grade line is used to aid the designer in determining the acceptability of a proposed or evaluation of an existing storm drainage system by establishing the elevation to which water will rise when the system is operating under design conditions. Details on the system performance analysis are presented in this section Definitions - Energy Grade Line (EGL) represents the total available energy in the system (Potential energy plus kinetic energy). - Hydraulic Grade Line (HGL) the HGL, a measure of flow energy, is a line coinciding with the level of flowing water at any point along an open channel. - In closed conduits flowing under pressure, the HGL is the level to which water would rise in a vertical tube at any point along the pipe. If the HGL is above the inside top (Crown) of the pipe, pressure flow conditions exist Design Guidelines Storm drainage systems operating under surcharged conditions (pressure flow) shall evaluate the HGL and minor losses such as manhole losses, bends in pipe, expansion, and contraction losses, etc. 15

19 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT Pressure flow design must assure the HGL is below rim elevation of any drainage structure which may be affected. The EGL must also be at or below rim elevation of any drainage structure which may be affected. Evaluation of the HGL for a storm drainage system begins at the system outfall with the tail water elevation. Most storm drains discharge into natural receiving streams or drainages which do not submerge the outlet of the system. Periodically there are locations where a storm system must discharge into a stream or river (Pond) where major floods in those streams will submerge the storm drain and back water into the system. When a peak flow of the design magnitude occurs in the system simultaneously with a high flow in the receiving stream (Pond), the system becomes surcharged and operates under pressure flow conditions. Under the surcharged condition, backwater from the receiving stream may raise the elevation of the water surface (HGL) in the system high enough that water could bubble out of manholes and inlets at low points in the road grade. When the HGL rises above ground level, storm water can be found shooting out of catch basins or popping manhole covers, which can lead to damage and safety concerns to pedestrian and vehicular traffic. Regardless of full flow conditions or partial flow conditions, calculations for establishing the HGL for storm drainage catch basins, pipes, and other drainage structures are to be presented HGL for Development A spreadsheet was set up for determining the HGL for the proposed storm sewer system. The HGL was calculated assuming pipes flowing full and the tailwater starting at the greatest of either the HGL or the obvert of the downstream pipe. For the tailwater 16

20 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT at the Stormceptor, the HGL was taken from sheet 11 of 21 Municipal file no. SD-564 prepared by Stantec. Table 6 shows the HGL for each manhole. Detailed calculations are shown in Appendix D. Table 3 HGL for Proposed Storm Sewer at full pipe Capacity and 5yr flood elevation HGL Invert RIM Obvert HGL Manhole D (m) (m) (m) (m) (m) Above or Below Obvert MH Above MH Below MH Below MH Below MH Below MH Above STC Below RYCB Above RYCB Below As can be seen in Table 6 the HGL is below the proposed rim elevation by a minimum of 0.3m and does not surcharge onto the street as per the Town s Engineering Design Criteria. 3.6 SILTATION AND EROSION CONTROL Detailed siltation and erosion control plans will be prepared as part of the detail design drawings. Temporary control measures will include: Silt fences along all boundaries of the site conforming to OPSD ; Silt Sacs will be installed in all road catchbasins including those on Lillykin Street; 17

21 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT A temporary gravel construction entrance will be constructed at both entry points to the proposed entrance off Lillykin; and No access is anticipated off Trafalgar Road. These measures will be maintained in place during servicing and house construction. A weekly street cleaning schedule will be maintained during house construction. In addition, street cleaning will be performed (if required) upon inspection after all rainfall events and significant snowmelt events. The Erosion and Siltation Control Plan can be found on Figure 6. 18

22 LANEWAY LANEWAY LILLYKIN STREET BLOCK 1 7 UNITS BLOCK 2 7 UNITS STREET C BLOCK 4 7 UNITS BLOCK 3 7 UNITS STREET A BLOCK 5 8 UNITS BLOCK 6 6 UNITS STREET B BLOCK 8 9 UNITS BLOCK 7 8 UNITS 2.0m SIDEWALK 2.0m SIDEWALK TRAFALGAR ROAD ONTARIO INC P A L E T T A C O U R T B U R L I N G T O N, O N L 7 L 5 R 2 T E L F A X METROPOLITAN E M A I L : E N G I N E E R I N M E T R O C O N. C A C O N S U L T I N G I N C. CHURCH PROPERTY EXISTING HOUSE 10 Fernview Court Stoney Creek, ON. L8G 4W2 TOWN OF OAKVILLE, ONTARIO, CANADA 1: ONTARIO INC & 2148 Trafalgar Road Erosion and Siltation Control November 2016 Figure 6 D15010

23 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT 4.0 WATER SERVICING 4.1 EXISTING WATERMAINS There is an existing 200mm Ø local distribution watermain located along Lillykin Street. This watermain was designed in consideration for future development in the area. 4.2 PROPOSED WATERMAINS A network of 150mm Ø watermains are proposed for the site which will connect to the existing 200mm Ø watermain on Lillykin Street at Street A. Four (4) dead end mains, each approximately 38m long are proposed on site. As water quality issues can arise from dead end mains, the daily changeover was checked for each main as shown below: The volume of the 150mm Ø watermain at 38m long is 672L; There are 14 townhouse units (worst case scenario) that have individual water services off of this main; Assuming 3.05 ppu with 275L/person/day the Average daily demand from the 14 units would equal 11,743 L/day; and Changeover = 11,743L / 672L = 17.5 times/day. It is anticipated that the 672L volume of water within the main may be consumed roughly 17 times per day for the 14 units based on average use. Therefore the risk of water quality issues arising is considered to be very low. One private hydrant will be proposed on site to meet fire demands and provide hydrant coverage to the Site. A 200mm Ø main will provide fire service to the site and will run to the proposed fire hydrant. The hydrant will connect to the existing 200mm Ø watermain via Street A. Watermains will be sized and constructed on all streets within the proposed development as shown on the Water Distribution Plan (Figure 7). 20

24 LILLYKIN STREET BLOCK 1 7 UNITS BLOCK 2 7 UNITS STREET C BLOCK 3 7 UNITS BLOCK 4 7 UNITS STREET A BLOCK 5 8 UNITS BLOCK 6 6 UNITS STREET B BLOCK 8 9 UNITS BLOCK 7 8 UNITS 2.0m SIDEWALK 2.0m SIDEWALK TRAFALGAR ROAD CHURCH PROPERTY EXISTING HOUSE ONTARIO INC. 10 Fernview Court Stoney Creek, ON. L8G 4W2 TOWN OF OAKVILLE, ONTARIO, CANADA 1: P A L E T T A C O U R T B U R L I N G T O N, O N L 7 L 5 R 2 T E L F A X METROPOLITAN E M A I L : E N G I N E E R I N M E T R O C O N. C A C O N S U L T I N G I N C ONTARIO INC & 2148 Trafalgar Road Water Distribution Plan November 2016 Figure 7 D15010

25 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT HYDRANTS A hydrant flow test was completed on the fire hydrant on Lillykin Street to the west of the site. Two tests were completed, one with a single hydrant butt open and one with both open, resulting in static pressures of USGPM and USGPM. When these values are used to give the projected flow at 20psi a value of 198L/s is calculated. Flow test results and test flow conversion are attached in Appendix F. Fire Demands were calculated for the proposed site using the methodology specified in Water Supply Public Fire Protection Fire Underwriters Survey (1999). Fire flows were calculated based on building area, type of construction and exposures to all adjacent buildings within 45m. Firewalls were added along the rear of the back to backs and intermittingly in the townhomes in order to reduce fire flow demand. Fire Demand Calculations and building exposure calculations are shown in Appendix G. Based on the results of the hydrant flow test there is an adequate flow to meet fire demands for the proposed site from the 200mm watermain on Lillykin Street. 22

26 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT 5.0 SANITARY SERVICING 5.1 EXISTING SANITARY SEWERS An existing 200mm diameter sanitary sewer currently runs along Lillykin Street. This existing sewer was installed as part of the Kilbarry subdivision and was designed to accommodate the flows from the proposed development on the basis of a 0.76ha development with a population density of 135pp/ha (Townhouse, Maisonette, 6 storey apt. or less). This equivalent population density was prescribed from the Regional Municipality of Halton Water and Wastewater Linear Design Manual. 5.2 PROPOSED SANITARY SEWERS The proposed sanitary sewers are shown on Figure 8 and the design sheet is included in Appendix G. The peak flow from the subject lands will be 1.30L/s. This flow was added to the existing sewers to ensure the capacity was not exceeded at any point. The existing sewers have the capacity to convey the peak flows from the proposed development. All sewers will be installed at a minimum depth of at least 2.75 m below the centerline elevation of the road. Detailed design of the sanitary sewers within the proposed development will be carried out at the detail design stage. An infiltration rate of 0.286L/s has been used throughout.. 23

27 LANEW LILLYKIN STREET BLOCK 1 7 UNITS BLOCK 2 7 UNITS 6A STREET C 3A A BLOCK 4 7 UNITS BLOCK 3 7 UNITS STREET A 4A BLOCK 5 8 UNITS BLOCK 6 6 UNITS STREET B A A BLOCK 8 9 UNITS BLOCK 7 8 UNITS 2.0m SIDEWALK 2.0m SIDEWALK TRAFALGAR ROAD ONTARIO INC P A L E T T A C O U R T B U R L I N G T O N, O N L 7 L 5 R 2 T E L F A X METROPOLITAN E M A I L : E N G I N E E R I N M E T R O C O N. C A C O N S U L T I N G I N C. CHURCH PROPERTY 10 Fernview Court Stoney Creek, ON. L8G 4W ONTARIO INC & 2148 Trafalgar Road EXISTING 1A TOWN OF OAKVILLE, ONTARIO, CANADA 1: 500 Sanitary Drainage Area Plan November 2016 Figure 8 D15010

28 Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT 6.0 ROADS AND GRADING 6.1 ROAD NETWORK The local road network comprises of local roadways (Lillykin Street and Namron Gate) directing traffic towards River Oaks Boulevard through the use of 16m Right-Of-Ways (ROW). The proposed development connects to Lillykin Street from proposed Street A. 6.2 ROAD STANDARDS All internal streets will be comprised of 6m of pavement with barrier curbing on either side 6.3 ROAD GRADING The proposed roads within the subject development have a slopes ranging between 0.5% and 2.6%. All roads serve as overland flow routes and drain to the superpipe. 6.4 LOT GRADING New lots will be graded in accordance with the Town of Oakville Development Engineering Guidelines. Lot Grading Plans will be submitted to the Town for review as part of the detailed engineering submission. The development shall be graded so that flows are directed away from the buildings towards the streets or grassed areas. Flows shall then be collected by catch basins and flow to the Stormceptor. Generally, grading around all types of housing and buildings will be designed such that water is directed away from the structure. Drainage adjacent to street townhouses will be provided by defined swales, located typically on lot lines. The majority of these areas will have conventional rear to front or split grading. The overall grading concept can be found on Figure 9. 25

29 LILLYKIN STREET BLOCK 1 7 UNITS BLOCK 2 7 UNITS STREET C BLOCK 4 7 UNITS BLOCK 3 7 UNITS STREET A BLOCK 5 8 UNITS BLOCK 6 6 UNITS STREET B BLOCK 8 9 UNITS BLOCK 7 8 UNITS 2.0m SIDEWALK 2.0m SIDEWALK TRAFALGAR ROAD CHURCH PROPERTY EXISTING HOUSE ONTARIO INC. 10 Fernview Court Stoney Creek, ON. L8G 4W P A L E T T A C O U R T B U R L I N G T O N, O N L 7 L 5 R 2 T E L F A X METROPOLITAN E M A I L : E N G I N E E R I N M E T R O C O N. C A C O N S U L T I N G I N C ONTARIO INC & 2148 Trafalgar Road TOWN OF OAKVILLE, ONTARIO, CANADA 1: 500 Grading Plan November 2016 D15010 Figure 9

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31 FU Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT APPENDIX A STORM SEWER DESIGN SHEET

32 Return 5 Contract Name: 2136 & 2148 Trafalgar Road Design by: MTM a= 1170 Location: Oakville Checked by: b= 5.8 Contract No: D15010 Date: November 23, 2016 c= Town Of Oakville Storm Sewer Design LOCATION CONTRIBUTING AREA FLOW SEWER DESIGN (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) Catch- Street From To Area Runoff Section Accum. Inlet Rainfall Flow Total Flow Length Slope Dia. Full Flow Pipe Full Flow Flow Time Time of Pipe Mannings Percent ment C AR AR Time Intensity 5yr Total Capacity Area Velocity in Pipe Concentration Fall n Full I.D. [ha] [min] [mm/hr] [L/s] [L/s] [m] [%] [mm] [L/s] [m/s] [min] [min] [m] Capacity 5yr (10)/(14)/60 (10)x(11) P 2 Street C MH 1 MH % % EXT 3 Street C EXT 3 EXT P 3 Street C MH 3 MH % % P 4 Street A RYCB 1 MH 3/MH % % EXT 2 EXT 2 RYCB P 6 Street A RYCB 2 MH 3/MH % % P 5 Street A MH 2 MH % % P 7 Street B MH 4 MH % % P8 Street B MH 6 MH % % P 9 Lillykin Street P9 EX % % EXT 1 Lillykin Street EXT 1 EX P 11 Lillykin Street P 11 EX % % P 10 Street A MH 5 STC % % Lillykin Street STC 2000 MH % % Existing Storm Sewers Lillykin Street EX 112/Blk55 EX % % Lillykin Street EX 111 EX % % Dunpar Subdivision SEPTOR EX % % Vineland Crescent EX 110 EX % % Page 1

33 Return 5 Contract Name: 2136 & 2148 Trafalgar Road Design by: MTM a= 1170 Location: Oakville Checked by: b= 5.8 Contract No: D15010 Date: November 23, 2016 c= Town Of Oakville Storm Sewer Design LOCATION CONTRIBUTING AREA FLOW SEWER DESIGN (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) Catch- Street From To Area Runoff Section Accum. Inlet Rainfall Flow Total Flow Length Slope Dia. Full Flow Pipe Full Flow Flow Time Time of Pipe Mannings Percent ment C AR AR Time Intensity 5yr Total Capacity Area Velocity in Pipe Concentration Fall n Full I.D. [ha] [min] [mm/hr] [L/s] [L/s] [m] [%] [mm] [L/s] [m/s] [min] [min] [m] Capacity 5yr (10)/(14)/60 (10)x(11) Lillykin Street EX 109 EX % % Lillykin Street EX 108 MH % % Lillykin Street MH 7 EX MH % % Lillykin Street EX107 EX % % Lillykin Street EX DICB1 EX % % Lillykin Street EX 106 EX % % Vineland Crescent EX 105 EX % % Vineland Crescent EX 104 EX % % Vineland Crescent EX 103 EX % % Vineland Crescent EX102 EX % % Namron Gate EX 101 EX OGS % % Sum 5.15 Sum 3.26 Coeff 0.63 Page 2

34 FU Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT APPENDIX B PRE & POST DEVELOPMENT FLOW CONDITIONS TRAFALGAR ROAD

35 Ontario Inc. FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT Modified Rational Method Analysis Pre development condition 100 Year Storm Uncontrolled runoff to Trafalgar Road: 0.30 ha with runoff coefficient C = 0.51 Bransby Williams Method: T c = F*L A 0.1 S 0.2 L = km S = 1.1 m/m A= 0.3 Ha T c = 9.07 min F= 92.5 (fixed coeffiecent; when ha used) Use Tc = 10min i 100 = 2150/(T c + 5.7) = 201 mm/hr Q = C x I x A x 2.78 Uncontrolled Flow to Trafalgar Road, Q uncontrolled = L/s Post development condition 100 Year Storm Uncontrolled runoff to Trafalgar Road: ha with runoff coefficient C = 0.70 Bransby Williams Method: T c = F*L A 0.1 S 0.2 L = km S = 1.2 m/m A= Ha T c = 9.31 min F= 92.5 (fixed coeffiecent; when ha used) Use Tc = 10min i 100 = 2150/(T c + 5.7) = 201 mm/hr Q = C x I x A x 2.78 Uncontrolled Flow to Trafalgar Road, Q uncontrolled = L/s

36 FU Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT APPENDIX C: STORMCEPTOR SIZING REPORT

37 Detailed Stormceptor Sizing Report 2148 Traflagar Road Project Information & Location Project Name 2148 Trafalgar Road Project Number D15010 City Oakville State/ Province Ontario Country Canada Date 3/8/2016 Designer Information EOR Information (optional) Name Mark Mitchell Name Company Metropolitan Consulting Inc. Company Phone # Phone # mark.mitchell@mycit.ie Stormwater Treatment Recommendation The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table. Site Name 2148 Traflagar Road Recommended Stormceptor Model STC 2000 Target TSS Removal (%) 80.0 TSS Removal (%) Provided 99 PSD Rainfall Station City of Toronto PSD TORONTO CENTRAL The recommended Stormceptor model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution. Stormceptor Model Stormceptor Sizing Summary % TSS Removal Provided % Runoff Volume Captured Provided STC STC STC STC STC STC STC STC STC STC STC STC StormceptorMAX Custom Custom Stormceptor Detailed Sizing Report Page 1 of 8

38 Stormceptor The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor s patented design generates positive TSS removal for each rainfall event, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load. Design Methodology Stormceptor is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology using local historical rainfall data and specified site parameters. With US EPA SWMM s precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. The Stormceptor s unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing: Site parameters Continuous historical rainfall data, including duration, distribution, peaks & inter-event dry periods Particle size distribution, and associated settling velocities (Stokes Law, corrected for drag) TSS load Detention time of the system Hydrology Analysis PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of Stormceptor are based on the average annual removal of TSS for the selected site parameters. The Stormceptor is engineered to capture sediment particles by treating the required average annual runoff volume, ensuring positive removal efficiency is maintained during each rainfall event, and preventing negative removal efficiency (scour). Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section. Rainfall Station State/Province Ontario Total Number of Rainfall Events 3329 Rainfall Station Name TORONTO CENTRAL Total Rainfall (mm) Station ID # 0100 Average Annual Rainfall (mm) Coordinates 45 30'N, 90 30'W Total Evaporation (mm) 9.5 Elevation (ft) 328 Total Infiltration (mm) Years of Rainfall Data 18 Total Rainfall that is Runoff (mm) Notes Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules. Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed. For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance. Stormceptor Detailed Sizing Report Page 2 of 8

39 Drainage Area Total Area (ha) 0.81 Imperviousness % 0.8 Water Quality Objective TSS Removal (%) 80.0 Runoff Volume Capture (%) Oil Spill Capture Volume (L) Peak Conveyed Flow Rate (L/s) Water Quality Flow Rate (L/s) Up Stream Storage Storage (ha-m) Discharge (cms) Up Stream Flow Diversion Max. Flow to Stormceptor (cms) Design Details Stormceptor Inlet Invert Elev (m) Stormceptor Outlet Invert Elev (m) Stormceptor Rim Elev (m) Normal Water Level Elevation (m) Pipe Diameter (mm) 450 Pipe Material Multiple Inlets (Y/N) No Grate Inlet (Y/N) No Particle Size Distribution (PSD) Removing the smallest fraction of particulates from runoff ensures the majority of pollutants, such as metals, hydrocarbons and nutrients are captured. The table below identifies the Particle Size Distribution (PSD) that was selected to define TSS removal for the Stormceptor design. Particle Diameter (microns) City of Toronto PSD Distribution % Specific Gravity Stormceptor Detailed Sizing Report Page 3 of 8

40 Site Name Drainage Area Total Area (ha) 0.81 Imperviousness % 0.8 Site Details 2148 Traflagar Road Infiltration Parameters Horton s equation is used to estimate infiltration Max. Infiltration Rate (mm/hr) Surface Characteristics Width (m) Slope % 2 Impervious Depression Storage (mm) Pervious Depression Storage (mm) 5.08 Impervious Manning s n Pervious Manning s n 0.25 Maintenance Frequency Maintenance Frequency (months) > 12 Min. Infiltration Rate (mm/hr) Decay Rate (1/sec) Regeneration Rate (1/sec) 0.01 Evaporation Daily Evaporation Rate (mm/day) 2.54 Dry Weather Flow Dry Weather Flow (lps) 0 Winter Months Winter Infiltration 0 TSS Loading Function TSS Loading Parameters Buildup/Wash-off Parameters Target Event Mean Conc. (EMC) mg/l Exponential Buildup Power Exponential Washoff Exponent TSS Availability Parameters Availability Constant A Availability Factor B Availability Exponent C Min. Particle Size Affected by Availability (micron) Stormceptor Detailed Sizing Report Page 4 of 8

41 Cumulative Runoff Volume by Runoff Rate Cumulative Runoff Volume Runoff Rate (L/s) Runoff Volume (m³) Volume Over (m³) (%) Stormceptor Detailed Sizing Report Page 5 of 8

42 Stormceptor Detailed Sizing Report Page 6 of 8

43 Rainfall Depth (mm) No. of Events Rainfall Event Analysis Percentage of Total Events (%) Total Volume (mm) Percentage of Annual Volume (%) Stormceptor Detailed Sizing Report Page 7 of 8

44 For Stormceptor Specifications and Drawings Please Visit: Stormceptor Detailed Sizing Report Page 8 of 8

45 DRAWING NOT TO BE USED FOR CONSTRUCTION THE STORMCEPTOR SYSTEM IS PROTECTED BY ONE OR MORE OF THE FOLLOWING PATENTS: United States Patent No. 5,753,115 5,849,181 6,068,765 6,371,690 7,582,216 7,666,303 Australia Patent No. 693, , , , , ,279, ,288,900 Canadian Patent No. 2,009,280 2,137,942 2,175,277 2,180,305 2,180,383 2,206,338 2,327,768 Indonesian Patent No Japan Patent No Korea Patent No Malaysia Patent No New Zealand Patent No. 314, , ,008 South African Patent No. 2010/ / Ø OIL CLEANOUT PORT THE DESIGN AND INFORMATION SHOWN ON THIS DRAWING IS PROVIDED AS A SERVICE TO THE PROJECT OWNER, ENGINEER AND CONTRACTOR BY IMBRIUM SYSTEMS ("IMBRIUM"). NEITHER THIS DRAWING, NOR ANY PART THEREOF, MAY BE USED, REPRODUCED OR MODIFIED IN ANY MANNER WITHOUT THE PRIOR WRITTEN CONSENT OF IMBRIUM. FAILURE TO COMPLY IS DONE AT THE USER'S OWN RISK AND IMBRIUM EXPRESSLY DISCLAIMS ANY LIABILITY OR RESPONSIBILITY FOR SUCH USE. IF DISCREPANCIES BETWEEN THE SUPPLIED INFORMATION UPON WHICH THE DRAWING IS BASED AND ACTUAL FIELD CONDITIONS ARE ENCOUNTERED AS SITE WORK PROGRESSES, THESE DISCREPANCIES MUST BE REPORTED TO IMBRIUM IMMEDIATELY FOR RE-EVALUATION OF THE DESIGN. IMBRIUM ACCEPTS NO LIABILITY FOR DESIGNS BASED ON MISSING, INCOMPLETE OR INACCURATE INFORMATION SUPPLIED BY OTHERS. USA CA INTL STC 2000 STANDARD MODEL #### REV # DATE REVISION DESCRIPTION BY SHEET NUMBER DATE: ######## SCALE: 50 PROJECT No.: ##### DRAWN: ### CHECKED: ### 1 OF 1

46 FU Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT APPENDIX D: HYDRAULIC GRADE LINE CALCULATIONS

47 Location: Oakville HGL Calculations Contract No: D15010 Design by: MTM Checked by: STORM SEWER DESIGN - 5 Year Hydraulic Grade Line 2136 & 2148 Trafalgar Road Date: November 23, 2016 MH (1) TW (2) D0 (3) Qo (4) Lo (5) Vo (6) Vo²/2g (7) Ho (8) Hf (10) Ko (11) CD (12) Cd (13) CQ (14) Cp (15) CB (16) K (17) K(Vo²/2g) (18) EGLo (2+7) (19) EGLi ( ) (20) STC MH MH MH MH MH MH RYCB RYCB HGL (20-7) (21)

48 FU Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT APPENDIX E: SANITARY SEWER DESIGN

49 Region of Halton The Regional Municipality of Halton flow factor: 275 l/day/cap Date: Sanitary Sewer Design Sheet November 23, 2016 Location: 2136 & 2148 Trafalger Road peaking factor: 1+14/(4+p 1/2 ) Calculated by: MTM infiltration: (as specified in column) Checked by: Average Average Peak Infil- Infil- Max. Sewer Residual Catch. Location Increment Total Increment Total Flow Peaking Flow Rate tration Flow Size Slope Capacity Velocity [m/s] Capacity Pipe Manning's ID Street From To Area Accu Pop. [l/s] Factor [l/s] [l/s/ha] [l/s] [l/s] [mm] [%] [l/s] Full Actual [l/s] Material n 1A Street C MH 1A MH 2A % PVC A Street C MH 3A MH 2A % PVC A Street B MH 2A MH 5A % PVC A Street B MH 4A MH 5A % PVC A Street A MH 6A MH 5A % PVC A Street A MH 5A EX 208A % PVC Existing Sewers Lillykin Street EX 208A EX 207A % PVC Lillykin Street EX 207A EX 206A % PVC Lillykin Street EX 206A EX 201A % PVC Vineland Crescent EX 205A EX 204A % PVC Vineland Crescent EX204A EX 203A % PVC Vineland Crescent EX 203A EX 202A % PVC Vineland Crescent EX 202A EX 201A % PVC Namroin Gate EX 201A EX 200A % PVC Namroin Gate EX 200A EX 10A % PVC River Oaks Boulevard EX 11A EX 10A % PVC River Oaks Boulevard EX9A EX 10A % PVC Mount Drive EX 10 A EX 8A % PVC NOTES: Actual pipe sizes (from look-up table) are used for calculations Page 1

50 FU Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT APPENDIX F: HYDRANT FLOW TEST

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53 Address Location Date of Test 2168 Trafalgar Road Lot 44 16/06/ :00:00 AM Static Pressure (psi) Residual Pressure (psi) Test Flow (Igpm) Difference Between Static & Residual Difference Between Static & Residual 2 Projected Flow at 20 psi (Igpm) Projected Flow at 20 psi (L/s) ,

54 FU Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT APPENDIX G: FIRE DEMAND CALCULATIONS

55 2148 Trafalgar Road Fire Demand Calculations Date: November 23, 2016 F = 220C A C = coefficient for type of construction MCI File: D15010 A = total floor area in m² (including all storeys, but excluding basements) Prepard By: M. Mitchell F = fire flow required Based Fire Demand Occupancy Hazard Sprinklering Exposure Surcharges Description Floor Area (m 2 ) Type of Construction Coefficient for Type of Construction Base Demand (L/minute) Fire Hazard Classification* Adjustment for Contents Fire Hazard Adjusted Demand Sprinklers proposed? Sprinkler Reduction Adjusted Demand Total Exposures** Final Adjusted Demand Townhouse Block Non Combustible Non Combustible 25% 3750 No 0% % 6000 Townhouse Block Non Combustible Non Combustible 25% 3750 No 0% % 6000 Townhouse Block Non Combustible Non Combustible 25% 3750 No 0% % 5000 Townhouse Block Non Combustible Non Combustible 25% 3750 No 0% % 6000 Townhouse Block Non Combustible Non Combustible 25% 4500 No 0% % 8000 Townhouse Block Non Combustible Non Combustible 25% 3750 No 0% % 5000 Townhouse Block Non Combustible Non Combustible 25% 4500 No 0% % 6000 Townhouse Block Non Combustible Non Combustible 25% 4500 No 0% % 8000 Notes * Based on Fire Underwriters Survey Water Supply for Public Fire Protection, Appendix Examples of Low Hazard Occupancies ** Based on Exposure Table below Estimated Fire Demand = 8000 L/minute = L/s Building Exposures Building Exposures Percentages % Sum Block % 0% 45% 0% 0% 70% Block % 20% 30% 0% 0% 50% Block 3 3 0% 0% 45% 0% 0% 45% Block % 0% 45% 0% 0% 70% Block % 0% 45% 0% 0% 70% Block 6 3 0% 0% 45% 0% 0% 45% Block % 0% 15% 0% 0% 40% Block % 20% 0% 0% 0% 70%

56 FU Ontario Inc. FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT APPENDIX H: SUPPORTING DOCUMENTS

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