SCHAEFFERS FUNCTIONAL SERVICING REPORT PROPOSED RESIDENTIAL DEVELOPMENT LAKESHORE ROAD WEST TOWN OF OAKVILLE

Transcription

1 FUNCTIONAL SERVICING REPORT PROPOSED RESIDENTIAL DEVELOPMENT LAKESHORE ROAD WEST TOWN OF OAKVILLE PROJECT JULY 2017 REVISED: APRIL 2017 C O N S U L T I N G E N G I N E E R S 64 Jardin Drive Concord, Ontario L4K 3P3

2 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e C O N T E N T S CONTENTS... I Figures... i Tables... i Appendices... i 1.0 INTRODUCTION Objective Background Existing Conditions & Topography Proposed Development Plan and Population WATER SUPPLY Existing Water Supply Services Municipal Water Design Criteria Proposed Water Supply SANITARY SERVICING Existing Sanitary Infrastructure Sanitary Design Criteria Proposed Sanitary Servicing Design Flows Downstream Analysis Option 1: Centralized Pumping Station Pumping Station Option 2: Decentralized Grinder Pumps STORMWATER MANAGEMENT Existing Infrastructure Design Criteria Proposed Stormwater Management Scheme Quality Control Quantity Control Water Balance Figures Figure 1.1: Location Plan... 2 Figure 1.2: Development Plan... 4 Figure 2.1: Proposed Water Supply Servicing Plan... 7 Figure 3.1: Proposed Sanitary Servicing Plan Option Figure 3.2: Proposed Sanitary Servicing Plan Option Figure 4.1: Pre-Development Drainage Plan Figure 4.2: Proposed Storm Servicing Plan Tables Table 1-1: Estimated Population Summary... 3 Table 3-1: Sanitary Flow Summary... 9 Table 4-1: Minor System Peak Flow Summary Appendices Appendix A: Appendix B: Appendix C:... Sanitary Flow Calculations... Stormwater Management Calculations...Engineering Drawings 5.0 SUMMARY i

3 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e 1. 0 I N T R O D U C T I O N 1.1 Objective This functional servicing report is provided in support of the residential development on the south side of Lakeshore Road West at the municipal address of Lakeshore Road West, within the Town of Oakville. The property is legally defined as Parts 1 & 2 of Lot 18, Concession 4 South of Dundas Street on Registered Plan 20R-12923, within the Regional Municipality of Halton, in the Town of Oakville. The 3.87 hectare (9.56 acre) property is located within the boundaries of Shorewood Place to the northeast, Lakeshore Road West to the northwest, Lambert Common to the southwest, and Lake Ontario to the southeast, as shown in Figure 1.1. This report evaluates existing and proposed water supply, sanitary, and stormwater management services within and surrounding the subject property, thereby demonstrating the viability of the proposed development. 1.2 Background The following material has been reviewed during the preparation of this Functional Servicing Report: Shorewood Place (TYBA Properties (Ontario) Inc.) Town of Oakville, Construction Record Drawings dated 2007, Trafalgar Engineering Ltd.; Water and Wastewater Linear Design Manual, dated April 2015, version 3.0, by Regional Municipality of Halton; Oakville Development Engineering Department: Procedures & Guidelines Manual dated July 2006, revised September 2013, by Town of Oakville Municipal Services, Engineering & Construction Department; Sustainable Halton Water & Wastewater Master Plan Vol. 1, Final Report: , dated October 2011, by AECOM in collaboration with the Regional Municipality of Halton; Sanitary Sewer Operating Map Sheet 4 issued July , by Regional Municipality of Halton, and the Town of Oakville. Ministry of Environment Stormwater Management Planning and Design Manual (MOE, March 2003). 1

4 LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION N LEGEND SUBJECT SITE CONSULTING ENGINEERS 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) general@schaeffers.com FIGURE 1.1 LOCATION PLAN JULY 2017 SCALE: N.T.S.

5 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e 1.3 Existing Conditions & Topography The subject lands are directly tributary to Lake Ontario, located within the Oakville West Urban Creeks Watershed. Presently, the site is proposed to be developed for low-density single detached dwellings (19 single family units). Based on the available topography, there is a ridge running northeast to southwest through the site. The western portion of the site generally drains northeast through a 300mmØ csp culvert into a ditch inlet catchbasin, from there it is conveyed through the neighboring residential development on Shorewood Place (northeast of the subject site) ultimately to an outfall headwall into Lake Ontario. The eastern portion of the subject site generally drains northeast onto the constructed storm easement on the neighboring Shorewood Place site that serves as an overland flow route for discharge to Lake Ontario. Topographic relief north easterly on site is about 4.4m (slope of m/m), ranging in elevation from approximately 89.75m to approximately 85.35m, while relief east on site is about 3.5m (slope of m/m), ranging in elevation from approximately 87.25m to approximately 83.75m. For a schematic illustration of the pre-development drainage please refer to Figure Proposed Development Plan and Population The subject site has an area of 3.87 ha and is proposed to consist of 19 single detached units, refer to Figure 1.2 for a schematic view of the unit layout. The Region of Halton guidelines for sanitary sewer and water supply design recommend a population density of 55 persons/hectare. Based on this criteria, the subject site s design population is 213 persons, as shown in Table 1-1. Table 1-1: Estimated Population Summary Land Use Population Density Area Design Population Single Detached Homes 55 capita/ha 3.87 ha 213 capita 3

6 LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION N LEGEND SUBJECT SITE E I S T I N G E I S T I N G E I S T I N G CONSULTING ENGINEERS 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) general@schaeffers.com FIGURE 1.2 DEVELOPMENT PLAN JULY 2017 SCALE: N.T.S.

7 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e 2. 0 W A T E R S U P P L Y 2.1 Existing Water Supply Services The subject property is located within the South Halton Lake-Based Water Supply System in Pressure Zone O1, with an existing 300mmØ watermain located along Lakeshore Road for the entire frontage of the subject lands. For a schematic illustration of the existing water supply services please refer to Figure 2.1. As discussed in the Sustainable Halton Water & Wastewater Master Plan document, the subject site is located in Pressure Zone O1 with water supplied from the Oakville Lake Ontario Water Purification Plant (WPP). Ground elevations in this pressure zone range from m, and the reservoir that services the area is the McCraney Reservoir, with a high water level elevation of 128m. 2.2 Municipal Water Design Criteria The proposed water supply scheme will be designed in accordance with the Region of Halton design criteria for water systems. The following summarizes typical residential-use design criteria. The system shall be designed to provide sufficient flow and pressure to meet the greater of the Maximum Daily Demand Plus Fire Flow or the Maximum Hourly Demand; Average Daily Demand of m 3 /capita/day or m 3 /ha/day; Fire Flows in accordance with Water Supply for Public Fire Protection Survey; Equivalent population density of 55 persons per hectare based on single family detached; Maximum Daily Demand and Maximum Hourly Demand peaking factors shall be 2.25 and 4.00, respectively; Minimum watermain size of 150mmØ for residential areas; Hazen-Williams formula used in computing watermain sizes with the following coefficients: Pipe Diameter (mmø) Hazen-Williams Coefficient C Over

8 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e Operating pressure requirements are noted as follows: Description Minimum Pressure Maximum Pressure Minimum Pressure (Maximum Daily Demand Plus Fire Flow) Pressure 275 kpa (40 psi) 690 kpa (100 psi) 140 kpa (20 psi) A minimum of two supply routes shall be provided, and dead ends shall be minimized by looping all watermains; 2.3 Proposed Water Supply Based on the Region of Halton s design criteria for water supply, the population of the site is 213 persons (as shown in Table 1-1). Based on a population of 213, the Average Daily Demand (calculated using m 3 /capita/day) will be 58.6 m 3 /day (0.68 L/s). The Maximum Daily Demand and Maximum Hourly Demand are calculated as m 3 /day (1.53 L/s) and m 3 /day (2.71 L/s), respectively, based on the prescribed peaking factors. It is proposed that the subject site be serviced via a connection to the existing 300mmØ watermain along Lakeshore Road. Each unit is proposed to connect to a proposed 200mmØ diameter watermain along Street 1, this size is to be verified at the detailed design stage. A preliminary servicing scheme for the water supply infrastructure is provided in Figure 2.1. Preliminary engineering servicing drawings are provided in Appendix C for further reference. The number and exact location of the proposed connections will be confirmed during detailed design, upon finalization of the proposed development plan, and in consultation with municipal staff. It is anticipated that sufficient capacity and pressure will be available to service the proposed development due to the proximity to the Oakville WPP and McCraney Reservoir; however, hydrant testing should be conducted to verify the adequacy of the available water supply services and proposed watermain sizing. 6

9 E. 300Ø WATERMAIN E. 300Ø LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION N LEGEND SUBJECT SITE PROPOSED WATERMAIN EISTING WATERMAIN E I S T I N G PROPOSED HYDRANT VALVE CHAMBER E I S T I N G E I S T I N G 200Ø CONSULTING ENGINEERS 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) general@schaeffers.com FIGURE 2.1 PROPOSED WATER SUPPLY SERVICING PLAN VALVE CHAMBER JULY 2017 SCALE: N.T.S.

10 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e 3. 0 S A N I T A R Y S E R V I C I N G 3.1 Existing Sanitary Infrastructure There is currently an existing 250mmØ PVC sanitary sewer extending along Lakeshore Road conveying sewage south westerly. As discussed in the Sustainable Halton Water & Wastewater Master Plan document the subject site is located within the Oakville Southwest Wastewater Treatment Plant Drainage Area. The existing sanitary sewers can be seen in Figure 3.1 & Figure 3.2. The Oakville Southwest WWTP Drainage Area is approximately 2,700ha, the area is serviced at the Oakville Southwest Treatment Plant located at 2477 Lakeshore Road East. This drainage area included 22 pumping stations as of 2011, most of which were constructed to pump wastewater flowing from gravity towards Lake Ontario north into the gravity flowing trunk sewers on Lakeshore Road West. 3.2 Sanitary Design Criteria The proposed sanitary servicing of the subject site will be designed in accordance with the Region of Halton design criteria for wastewater systems. These criteria, where applicable to the proposed development, are summarized below. Design population of 55 persons per hectare for single family detached residential units; Sanitary sewers are not permitted to accept foundation, weeping tile, or roof drainage; The design flow is equal to the Average Dry Weather Flow multiplied by the Average Peak Sanitary Flow Factor, plus the Infiltration Allowance; The Average Dry Weather Flow is based on m 3 /capita per day; For residential areas, the peak sanitary flow factor is based on the Harmon formula (M = /(4 + P 0.5 ), where P is population in thousands; Except under unusual circumstances, infiltration allowance shall be determined at x 10-3 m 3 /s/ha for all types of land use; For residential areas, minimum pipe size shall be 200mmØ in diameter. However, 150mmØ pipe can be used in first upstream section of sewer if it is impractical to achieve desired minimum velocity with 250mmØ pipe; and Maximum velocity shall not be greater than 3.00 m/s with pipe flowing full, and minimum velocity shall not be less than 0.60 m/s at actual flow. 8

11 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e 3.3 Proposed Sanitary Servicing The subject development is proposed to be serviced via one (1) connection, to the existing 250mmØ sewer (northwest of the property) along Lakeshore Road. The connection will be provided via the existing sanitary manhole slightly southwest of the subject site on Lakeshore Road. Due to the existing and proposed grading of the subject site and the relief southeast towards Lake Ontario, a pressurised system will be necessary to provide sanitary servicing to the subject site therefore; two (2) unique options will be presented and described below to provide sanitary servicing to the proposed site. It should be noted that for each option the design flows and downstream analysis are constant DESIGN FLOWS A preliminary assessment of the anticipated design flow rates has been conducted in accordance with Region of Halton design criteria. With an estimated population of 213 persons over an area of 3.87 hectares, the total expected Design Flow is 3.91 L/s. The calculations provided in Appendix A have been summarized in Table 3-1. Area (ha) Expected Population (1) Average Sewage Flow (2) (L/s) Table 3-1: Sanitary Flow Summary Harmon Peaking Factor Peak Flow (L/s) Infiltration Inflow (3) (L/s) Estimated Total Flow (L/s) (1) (2) (3) From Table 1.1 Assuming average sanitary flows per capita of 275 liter/cap/day (Region of Halton Design Criteria) Infiltration rate of L/s/ha (Region of Halton Design Criteria) DOWNSTREAM ANALYSIS The Region of Halton has been contacted to obtain sanitary tributary areas for the subject site and adjacent properties. The capacity of the existing sanitary sewer is approximately; 43.7 L/s, and further downstream analysis shall be conducted upon information becoming available. 9

12 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e OPTION 1: CENTRALIZED PUMPING STATION Due to the elevation relief towards Lake Ontario, it is not feasible to use gravity to convey the wastewater to Lakeshore Road, therefore it is proposed that the wastewater will drain via gravity sewers southeast towards Lake Ontario where it will be collected and pumped into a proposed 100mmØ forcemain and discharged to the existing Lakeshore Road sanitary sewer infrastructure. The size of the forcemain should be checked and verified at the detailed design stage in conjunction with the pumping station design. The option described above is presented schematically in Figure 3.1, and for more detail please refer to drawing GP-1 attached in Appendix A Pumping Station The subject site is proposed to have a gravity sewer system flowing southeast towards the Lake along Street 1 to collect the sanitary flow from each unit. There is a proposed pumping station located in the cul-de-sac loop of Street 1 where the gravity flow southeast will be pumped into a forcemain to flow northwest to discharge into the existing gravity sewer along Lakeshore Road West. The pump and other details about the pumping station will be fully defined in the detail design stage OPTION 2: DECENTRALIZED GRINDER PUMPS In the second option it is proposed that each residential unit will have a connection to sanitary control manholes with grinder pumps on the lot to convey the sanitary flows to a proposed 100mmØ forcemain that runs along Street 1. The sizing of the forcemain should be confirmed and verified at the detailed design stage as well as the detailed configuration and design of the grinder pumps. The proposed force main is proposed to be connected to the existing gravity sewer on Lakeshore Road West, this option is illustrated schematically in Figure 3.2, as well, it is shown on the attached drawing GP-1A in Appendix A. 10

13 E. 200Ø SANITARY LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION N LEGEND SUBJECT SITE PROPOSED SANITARY SEWER EISTING SANITARY SEWER E I S T I N G PROPOSED FORCEMAIN PS PROPOSED PUMPING STATION E I S T I N G PS E I S T I N G PS CONSULTING ENGINEERS 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) general@schaeffers.com FIGURE 3.1 PROPOSED SANITARY SERVICING PLAN OPTION 1 PUMPING STATION LOCATION JULY 2017 SCALE: N.T.S.

14 SANITARY MANHOLE WITH GRINDER PUMP SANITARY SEWER WITH CONNECTION TO E. 200Ø SANITARY E I S T I N G GP GP GP E I S T I N G GP GP GP GP GP GP GP E I S T I N G GP GP GP GP GP GP GP GP GP GP GP GP GP N LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION LEGEND SUBJECT SITE PROPOSED SANITARY SEWER EISTING SANITARY SEWER PROPOSED FORCEMAIN GP PROPOSED SANITARY MANHOLE WITH GRINDER PUMP CONSULTING ENGINEERS 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) general@schaeffers.com FIGURE 3.2 PROPOSED SANITARY SERVICING PLAN OPTION JULY 2017 SCALE: N.T.S.

15 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e 4. 0 S T O R M W A T E R M A N A G E M E N T 4.1 Existing Infrastructure There is an existing 525mmØ storm sewer beneath Lakeshore Road West that conveys drainage north easterly. There is another storm sewer system along Shorewood Place to the north of the subject site that conveys storm water south easterly toward Lake Ontario. This storm sewer line ranges in diameter from 375mmØ to 600mmØ. 4.2 Design Criteria The stormwater flow calculations are based on the following the Town of Oakville s Development Engineering Procedures & Guidelines Manual : Storm sewers shall be designed using Rational Formula; Q = 2.78 CIA/1000, where Q is the flow rate in m 3 /s, C is the runoff coefficient (dimensionless), I is rainfall intensity in mm/hr and A is area in ha; Storm sewer design should be based on Town of Oakville s Rainfall Intensity Curve (Found in Table 3.1, Page 24 of the Town s Development Engineering Procedures & Guidelines Manual ) and a minimum time of concentration of 10 min. I = A/ (T + B) C, where I is rainfall intensity in mm/hr, T is time of Concentration in hours, A = 1170, B = 5.8, C = 0.843, for the 5-year storm event; 13

16 LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION N LEGEND SUBJECT SITE SUBJECT SITE DRAINAGE AREA DIRECTLY TO LAKE ONTARIO DRAINAGE AREA TO DC8 TO DIMH8 E I S T I N G DRAINAGE AREA TO SWM EASMENT (BLOCK 21) DC8 TO DIMH8 CB TO MH6 SWM EASMENT (BLOCK 21) E I S T I N G C= ha C= ha 0.53 ha C= 0.20 E I S T I N G CONSULTING ENGINEERS 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) general@schaeffers.com FIGURE 4.1 PRE-DEVELOPEMNT DRAINAGE PLAN JULY 2017 SCALE: N.T.S.

17 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e 4.3 Proposed Stormwater Management Scheme It is proposed to use a dual drainage concept, minor and major systems, to provide stormwater management for the site. The Minor system will collect runoff and convey flow via underground sewers for storms up to and including the 5-year event through the use of bioswales to catchbasins within the swale, and rear lot catch basins (RLCBs). The RLCBs will also capture the external flow from the areas to the southwest. The Major system will convey excess runoff from storms up to and including the 100-year event, via roadways, and overland drainage paths. Major system flows from the southern portion of the site will be conveyed via the rear lot swales directly to Lake Ontario while the northern portion will be conveyed via the proposed stormwater management (SWM) easement. A preliminary grading plan is provided in Appendix C for reference of drainage patterns. The proposed storm sewers from the site will direct runoff from the minor system to the existing network on Shorewood Place. The proposed stormwater network is illustrated in Figure 4.2 and for further information please refer to the preliminary servicing drawing provided in Appendix C. The existing network will convey runoff from the site to the existing headwall for discharge to Lake Ontario QUALITY CONTROL A treatment train approach has been proposed for quality control on the subject site. Prior to discharge to the existing system the stormwater will be filtered in the proposed bioswales before being captured into the minor system. Once in the minor system the filtered stormwater shall be treated with a centralized end-of-pipe Oil Grit Separator (OGS) Unit. 15

18 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e QUANTITY CONTROL The subject site will be discharging directly into Lake Ontario and therefore does not require quantity control or storage, however the conveyance must be analyzed to ensure there is capacity. Based on a runoff coefficient of 0.54 for the site (calculated from land cover, provided in Appendix B), 0.20 for the external area, the total expected peak flow from the site is m 3 /s during the 5-year storm event, the SWM calculations are summarized in Table 4-1. Since the existing storm sewer network was designed to receive m 3 /s from the site, capacity constraints were investigated. Storm sewer design sheets for the existing network are provided in Appendix B. Analysis has been conducted to determine the available capacity of the existing network to accept flows from the subject site. The analysis reveals that there will be no surcharge condition with the addition of the proposed development, for further details on the calculations please refer to Appendix B. Table 4-1: Minor System Peak Flow Summary Land Use Residential (Single Unit Detached) Minor System Tributary Area (ha) Runoff Coeff. C Time of Concentration (min.) Intensity (mm/hr) Peak Flow (m 3 /s)

19 DICB DICB DICB DICB DICB DICB LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION N LEGEND SUBJECT SITE PROPOSED STORM SEWER EISTING STORM SEWER E I S T I N G HEADWALL PROPOSED BIOSWALE SUBJECT SITE DRAINAGE AREA DIRECTLY TO LAKE ONTARIO 3.06 ha C= 0.48 OGS ETERNAL DRAINAGE AREA TO HEADWALL SUBJECT SITE DRAINAGE AREA TO HEADWALL E I S T I N G SWM EASEMENT 0.81 ha C= C= ha E I S T I N G CONSULTING ENGINEERS 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) general@schaeffers.com FIGURE 4.2 PROPOSED STORM SERVICING PLAN JULY 2017 SCALE: N.T.S.

20 F U N C T I O N A L S E R V I C I N G R E P O R T J U L Y P r o p o s e d R e s i d e n t i a l D e v e l o p m e n t P r o j e c t N o. : L a k e s h o r e R o a d T o w n o f O a k v i l l e 4.4 Water Balance A water balance analysis has been completed for the subject site on an annual precipitation basis. The results of the water balance reveal that through the application of Low Impact Development (LID) techniques such as; several proposed bioswales and additional topsoil depth, the post-development annual infiltration volumes will exceed the pre-development infiltration volumes. The detailed analysis has been provided for review in Appendix B. 18

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22 A P P E N D I A : S A N I T A R Y F L O W C A L C U L A T I O N S

23 Lakeshore Road West Homes Development Sanitary Design Flow Analysis Project: July 2017 No. Units: No. Persons per hectare: Population Area 19 units 55 ppu 213 persons 3.87 ha Average Dry Weather Flow Rate, based on: m 3 pcd = m 3 /s [A] = L/s Peak Sanitary Flow Factor, based on the Harmon formula: [B] Infiltration = m 3 /s/ha = L/s [C] DESIGN FLOW = A x B + C = Q 1 = 3.91 L/s

24 Consulting Engineers THE REGIONAL MUNICIPALITY OF HALTON Date July 2017 Pipe Roughness Coeff. (PVC) : SANITARY SEWER DESIGN Project No Pipe Roughness Coeff. (Conc) : LAKESHORE ROAD WEST DEVELOPMENT Designed By: M.V. Location Town of Oakville Checked By: F.T. Manhole Length Tributary Area Hectares Population Tributary Average Average Peaking Infil- MA SEWER Street From To in Increment Increment m 3 /s m 3 /s Factor MA tration FLOW Size Slope Q V m/s Type Class REMARKS metres Res. Comm. Ind. Total Res. (55 cap/ha) Comm. Ind. Total Incr. Total m 3 /s m 3 /s EPECT m 3 /s Full Flow Act. Fl. Street '1' 1A 2A PVC 3.79% 2A 3A PVC 5.77% 3A 4A PVC 8.09% 5A 4A PVC 2.10% From Street '1' North 4A PVC 8.09% From Street '1' South 4A PVC 2.10% Street '1' 4A N/A PVC FORCEMAIN PIPE Sanitary Sewer Design Prepared By: M.V. Page 1of 1

25 A P P E N D I B : S T O R M W A T E R M A N A G E M E N T C A L C U L A T I O N S

26 Runoff Coefficient - Post-Development Condition Criteria: Project: Lakeshore Road The Runoff Coefficient was weighted as per the City's Design Criteria. Area Location Runoff Coefficient [c] Subject Site A*c Total Area (m 2 ) Grass and Natural Landscaped Area (m 2 ) Roof Area (m 2 ) Paved Area [Driveways + Roads] (m 2 ) c i 48.99% Where i = (c-0.2)/0.7 or c = 0.7i Overall Runoff Coefficient for total Site = Overall Imperviousness for total Site = 48.99% Schaeffers Consulting Engineers July 2017

27 Runoff Coefficient - Minor System Tributary Area Criteria: Project: Lakeshore Road The Runoff Coefficient was weighted as per the City's Design Criteria. Area Runoff Coefficient Tributary Area from subject site to Minor System External Tributary Area to Minor System TOTAL 4.00 Overall Runoff Coefficient for the Minor System Tributary = Overall Imperviousness for the Minor System Tributary = 34.54% Schaeffers Consulting Engineers July 2017

28 Q = 2.78 x A x C x i C = IMPERVIOUS COEFF. i 5YR = PREPARED BY: M.V. I = RAINFALL INTENSITY (tc ) DEPARTMENT OF PUBLIC WORKS CHECKED BY: F.T. A = AREA IN HECTARES STORM SEWER DESIGN SHEET LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION DATE: July 2017 FILE No.: min. ENTRY TIME F:\4442\4442-DESIGN SHEET\[4442-STM.xls]STM From To A C A x C ACCUM. Entry i Q 5 Pipe Grade Capacity Q 5 / Q cap Vel. Length Time Final Street TOWN OF OAKVILLE A x C Time 5 - Year Flowrate Dia in Time t i Sect. t f MH MH (ha) (ha) (ha) (min) (mm/hr) (m 3 /s) (mm) (%) (m 3 /s) (%) (m/s) (m) (min) (min) STREET '1' MH1 MH % MH2 MH % MH3 MH % SHOREWOOD PLACE Ex.MH1 Ex.MH % Ex.MH2 Ex.MH % FROM Ex. DCB-LOT 14 Easement Ex.DIMH8 Ex.MH % FROM SHOREWOOD PLACE Ex. MH2 Ex.MH % SHOREWOOD PLACE Ex.MH SHOREWOOD PLACE Ex.MH3 Ex.MH % Ex.MH4 Ex.MH % Ex.MH5 Ex.MH % Consulting Engineers Remarks Page 1of2

29 Q = 2.78 x A x C x i C = IMPERVIOUS COEFF. i 5YR = PREPARED BY: M.V. I = RAINFALL INTENSITY (tc ) DEPARTMENT OF PUBLIC WORKS CHECKED BY: F.T. A = AREA IN HECTARES STORM SEWER DESIGN SHEET LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION DATE: July 2017 FILE No.: min. ENTRY TIME F:\4442\4442-DESIGN SHEET\[4442-STM.xls]STM From To A C A x C ACCUM. Entry i Q 5 Pipe Grade Capacity Q 5 / Q cap Vel. Length Time Final Street TOWN OF OAKVILLE A x C Time 5 - Year Flowrate Dia in Time t i Sect. t f MH MH (ha) (ha) (ha) (min) (mm/hr) (m 3 /s) (mm) (%) (m 3 /s) (%) (m/s) (m) (min) (min) STREET '1' MH5 MH % FROM STREET '1' MH3 MH % FROM STREET '1' MH5 MH % STREET '1' MH BLOCK 21 SWM EASEMENT MH4 MH % MH7 MH % FROM STREET '1' SUBJECT SITE MH7 MH % FROM SHOREWOOD PLACE Ex. MH6 MH % BLOCK 21 SWM EASEMENT MH BLOCK 23 SWM EASEMENT MH8 Ex. DIMH % Ex. DIMH7 Outfall % > Information taken from Trafalgar Engineering Ltd. Storm Sewer Design Sheets Consulting Engineers Remarks Page 2of2

30 TABLE 1: WATER BUDGET - PRE DEVELOPMENT WATER BALANCE/WATER BUDGET ASSESSMENT Site Catchment Designation Grass Total Area (m 2 ) Pervious Area (m 2 ) Impervious Area (m 2 ) 0 0 Infiltration Factors Topography Infiltration Factor (1.8% Slope) 0.2 Soil Infiltration Factor (Fine Sand) 0.3 Land Cover Infiltration Factor (Cultivated Land) 0.1 MOE Infiltration Factor 0.6 Inputs (per unit area) Precipitation (mm/year) Total Inputs (mm/year) Outputs (mm/year) Precipitation Surplus Net Surplus Downspout Disconnection Retention 0 0 Evapotranspiration Roof Evapotranspiration 0 0 Rooftop Runoff Lawn Evaporation 0 0 Total Evapotranspiration Infiltration Rooftop Infiltration 0 0 Total Infiltration Runoff Pervious Area Runoff Impervious Area 0 0 Total Runoff Total Outputs Difference (Inputs - Outputs) 0 0 Input (Volumes - m 3 /year) Precipitation Total Inputs Outputs (Volumes - m 3 /year) Precipitation Surplus Net Surplus Downspout Disconnection Retention 0 0 Evapotranspiration Roof Evapotranspiration 0 0 Rooftop Runoff Lawn Evaporation 0 0 Total Evapotranspiration Infiltration Rooftop Infiltration 0 0 Total Infiltration Runoff Pervious Area Runoff Impervious Area 0 0 Total Runoff Total Outputs Difference (Inputs - Outputs) 0 0

31 TABLE 2: WATER BUDGET - POST-DEVELOPMENT WITHOUT MITIGATION WATER BALANCE/WATER BUDGET ASSESSMENT Detached House Lawn Areas Detached House Lawn Area: Connected to bioswale Grass Area (ROW): Bioswale Setback at Lake front (Block 20) Detached House Roofs Detached House Private Driveway Roads+Curbs +Public Driveways Catchment Designation Area (m 2 ) Pervious Area (m 2 ) Impervious Area (m 2 ) Infiltration Factors Topography Infiltration Factor N/A N/A N/A Soil Infiltration Factor N/A N/A N/A Land Cover Infiltration Factor N/A N/A N/A MOE Infiltration Factor N/A N/A N/A Inputs (per unit area) Precipitation (mm/year Total Inputs (m 3 /year) Outputs (per unit area) Precipitation Surplus (mm/year) Net Surplus (mm/year) Downspout Disconnection Retention Evapotranspiration (mm/year) Roof Evapotranspiration (mm/year) i Rooftop Runoff Lawn Evaporation (mm/year) Total Evapotranspiration (mm/yr) Infiltration (mm/year) Rooftop Infiltration (mm/year) Bioswale Infiltration Mitigation Infiltration ii Total Infiltration (mm/year) Runoff Pervious Area (mm/year) Runoff Impervious Area (mm/year) Total Runoff (mm/year) Total Outputs (mm/year) Difference (Inputs - Outputs) Input Volumes Precipitation (m 3 /year) Total Inputs (m 3 /year) Outputs (Volumes) Precipitation Surplus (m 3 /year) Net Surplus (m 3 /year) Downspout Disconnection Retention 2 (m 3 /year) Evapotranspiration (m 3 /year) Roof Evapotranspiration (m 3 /year) Rooftop Runoff Lawn Evaporation (m 3 /year) Total Evapotranspiration (m 3 /year) Infiltration (m 3 /year) Rooftop Infiltration (m 3 /year) Bioswale Infiltration Mitigation Infiltration Total Infiltration (m 3 /year) Runoff Pervious Area (m 3 /year) Runoff Impervious Area (m 3 /year) Total Runoff (m 3 /year) Total Outputs (m 3 /year) Difference (Inputs - Outputs) NOTES: i - Assumes 10% Evaporation from Impervious Surfaces ii - Assume 50% of all roof areas drain to bioswale Total

32 TABLE 3: WATER BUDGET - POST-DEVELOPMENT WITH MITIGATION WATER BALANCE/WATER BUDGET ASSESSMENT Detached House Lawn Areas Detached House Lawn Area: Connected to bioswale Grass Area (ROW): Bioswale Setback at Lake front (Block 20) Detached House Roofs draining to bioswale iv Detached House Roofs draining to RLCB iv Detached House Private Driveways Roads+Curbs +Public Driveways Catchment Designation Area (m 2 ) Pervious Area (m 2 ) Impervious Area (m 2 ) Infiltration Factors Topography Infiltration Factor N/A N/A N/A N/A Soil Infiltration Factor N/A N/A N/A N/A Land Cover Infiltration Factor N/A N/A N/A N/A MOE Infiltration Factor N/A N/A N/A N/A Inputs (per unit area) Precipitation (mm/year Total Inputs (m 3 /year) Outputs (per unit area) Precipitation Surplus (mm/year) Net Surplus (mm/year) Downspout Disconnection Retention Evapotranspiration (mm/year) i Roof Evapotranspiration (mm/year) Rooftop Runoff Lawn Evaporation (mm/year) Total Evapotranspiration (mm/yr) Infiltration (mm/year) Rooftop Infiltration (mm/year) Bioswale Infiltration Mitigation Infiltration ii, iii Total Infiltration (mm/year) Runoff Pervious Area (mm/year) Runoff Impervious Area (mm/year) Total Runoff (mm/year) Total Outputs (mm/year) Difference (Inputs - Outputs) Input Volumes Precipitation (m 3 /year) Total Inputs (m 3 /year) Outputs (Volumes) Precipitation Surplus (m 3 /year) Net Surplus (m 3 /year) Downspout Disconnection Retention 2 (m 3 /year) Evapotranspiration (m 3 /year) Roof Evapotranspiration (m 3 /year) Rooftop Runoff Lawn Evaporation (m 3 /year) Total Evapotranspiration (m 3 /year) Infiltration (m 3 /year) Rooftop Infiltration (m 3 /year) Bioswale Infiltration Mitigation Infiltration Total Infiltration (m 3 /year) Runoff Pervious Area (m 3 /year) Runoff Impervious Area (m 3 /year) Total Runoff (m 3 /year) Total Outputs (m 3 /year) Difference (Inputs - Outputs) NOTES: i - Assumes 10% Evaporation from Impervious Surfaces ii - Assume 50% of all roof areas drain to bioswale iii - Soil amendment (additional 150mm topsoil) used on each lot iv - Assume split drainage (50/50) from roof areas Total

33 A P P E N D I C : E N G I N E E R I N G D R A W I N G S

34 N N PROPOSED SITE E I S T I N G E I S T I N G C O N S U L T I N G E N G I N E E R S S C H A E F F E R & A S S O C I A T E S LTD. 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) Fax: (905) design@schaeffers.com TOWN OF OAKVILLE DEPARTMENT OF PUBLIC WORKS E I S T I N G MAJESTIC EDGE ESTATES INC LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION

35 N N PROPOSED SITE E I S T I N G E I S T I N G C O N S U L T I N G E N G I N E E R S S C H A E F F E R & A S S O C I A T E S LTD. 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) Fax: (905) design@schaeffers.com TOWN OF OAKVILLE DEPARTMENT OF PUBLIC WORKS E I S T I N G MAJESTIC EDGE ESTATES INC LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION

36 N N PROPOSED SITE E I S T I N G E I S T I N G C O N S U L T I N G E N G I N E E R S S C H A E F F E R & A S S O C I A T E S LTD. 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) Fax: (905) design@schaeffers.com E I S T I N G TOWN OF OAKVILLE DEPARTMENT OF PUBLIC WORKS MAJESTIC EDGE ESTATES INC LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION

37 N N PROPOSED SITE E I S T I N G E I S T I N G C O N S U L T I N G E N G I N E E R S S C H A E F F E R & A S S O C I A T E S LTD. 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) Fax: (905) design@schaeffers.com TOWN OF OAKVILLE E I S T I N G DEPARTMENT OF PUBLIC WORKS MAJESTIC EDGE ESTATES INC LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION

38 N N PROPOSED SITE E I S T I N G E I S T I N G E I S T I N G C O N S U L T I N G E N G I N E E R S S C H A E F F E R & A S S O C I A T E S LTD. 6 Ronrose Drive, Concord, Ontario L4K 4R3 Tel: (905) Fax: (905) design@schaeffers.com TOWN OF OAKVILLE DEPARTMENT OF PUBLIC WORKS MAJESTIC EDGE ESTATES INC LAKESHORE ROAD WEST RESIDENTIAL SUBDIVISION