SOVEREIGN STREET TOWNHOUSES

Transcription

1 SOVEREIGN STREET TOWNHOUSES Functional Servicing and Stormwater Management Report Project Location: Sovereign Street Oakville, Ontario Prepared for: MB1 Development Consulting Inc Abbeywood Drive Oakville, ON L6M 2M6 Prepared by: MTE Consultants Inc Sutton Drive, Unit A Burlington, ON L7L 6B8 February 3, 2017 MTE File No.:

2 TABLE OF CONTENTS 1.0 INTRODUCTION Overview Geotechnical Investigation Background Information SANITARY SERVICES Sanitary Servicing Demands Proposed Sanitary Servicing Plan WATER SERVICING Domestic Water Demands Fire Flow Demands Proposed Water Servicing Plan STORMWATER MANAGEMENT AND GRADING Design Criteria Methodology Existing Conditions Proposed Conditions Quality Control Measures EROSION AND SEDIMENT CONTROL CONCLUSIONS AND RECOMMENDATIONS FIGURES FIGURE 1 LOCATION PLAN... 2 FIGURE 2 PRE-DEVELOPMENT CATCHMENT AREAS... 7 FIGURE 3 POST-DEVELOPMENT CATCHMENT AREAS... 9 TABLES TABLE 2.1 SANITARY SEWER DISCHARGE... 3 TABLE 3.1 DOMESTIC WATER DEMANDS... 4 TABLE 3.2 REQUIRED FIRE FLOW... 4 TABLE 4.1 EXISTING CONDITIONS CATCHMENT AREAS... 6 TABLE 4.2 IDF PARAMETERS AND CORRESPONDING PRE-DEVELOPMENT RUNOFF RATES... 8 TABLE 4.3 PROPOSED CONDITIONS CATCHMENT AREAS TABLE 4.4 STAGE-STORAGE-DISCHARGE RELATIONSHIP FOR ORIFICE CONTROL OF CATCHMENT TABLE 4.5 POST-DEVELOPMENT SITE DISCHARGE WITH SWM CONTROLS TABLE 4.6 POST-DEVELOPMENT STORAGE REQUIREMENTS... 12

3 APPENDICIES APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E FIRE FLOW HYDROLOGIC PARAMETERS STAGE-STORAGE-DISCHARGE RELATIONSHIP HYDROLOGIC MODEL INPUT & OUTPUT WATER QUALITY \\mte85.local\mte\proj_mgmt\41641\200\reports\mte\fsr & SWM Report\ _ _FSR and SWM Report.doc

4 1.0 INTRODUCTION 1.1 Overview MTE Consultants Inc. was retained by MB1 Development Consulting Inc. to complete a Functional Servicing and Stormwater Management Report for the proposed development of twenty (20) townhouse units located at Sovereign Street in the Town of Oakville. The site is located on a 0.41ha parcel of land located on the southwest corner of East Street and Sovereign Street (see Figure 1 for Location Plan). Currently there exist five (5) single detached houses as well as garages and sheds on the subject property. These houses are planned to undergo demolition prior to construction of the townhouse units. There exists a duplex to the west of the property and an existing parking lot to the south of the property. 1.2 Background Information The following documents were referenced in the preparation of this report: Ref.1: Water Supply for Public Fire Protection (Fire Underwriters Survey, 1999). Ref.2: Ref.3: Ref.4: MOE Stormwater Management Practices Planning and Design Manual (Ministry of the Environment, March 2003). North Oakville Creeks Subwatershed Study, Management Strategy (Town of Oakville, August 2006). Water and Wastewater Linear Design Manual v3.0, Region of Halton (April 2015). Ref.5: Preliminary Geotechnical Investigation East Street & Sovereign Street Oakville, Ontario (Terraprobe, July 2016). Ref.6: Development Engineering Procedures and Guidelines Manual, Town of Oakville Development Services Department (October 2016). 1.3 Geotechnical Investigation A preliminary geotechnical investigation was prepared by Terraprobe Inc. dated July 19, Four (4) boreholes were drilled at depths varying between 3.4 to 4.6m below the existing ground surface. In general, the boreholes drilled at the site penetrated fill and topsoil overlying silty clay, shaley till and highly weathered Queenston Formation bedrock. No groundwater was present in the boreholes during and on completion of drilling. Based on our experience with projects in the area and the aforementioned geotechnical report, a SCS Curve Number (CN) of 80 was used where applicable. Functional Servicing and SWM Report -1- MTE File No.: Sovereign Street February 3, 2017

5 FIGURE 1 JAN.02/17 1:300

6 2.0 SANITARY SERVICES 2.1 Sanitary Servicing Demands The sanitary sewage from the proposed development will outlet to the existing 200mm diameter sanitary sewer on East Street. The anticipated sanitary discharge rate from the proposed development was estimated using Region of Halton criteria and population densities based on the residential units proposed. Table 2.1 provides the expected sanitary discharge from the site. Description Area (ha) A TABLE 2.1 SANITARY SEWER DISCHARGE Population Density B Population Avg. Flow (L/s) C Peaking Factor D Peak Flow (L/s) E Townhouse pph Infiltration Allowance F Total Sanitary Demand 0.89 G Existing Discharging to pph East St. Existing Infiltration Allowance Total Existing Sanitary Demand 0.30 A Area reflects site area. B Population density referenced from Table 3-1 Residential Dry Weather Flow, Halton Water and Wastewater Linear Design Manual (2015). C Avg. Flow = (Population) x (Unit Sewage Flow) = (56) x (275L/d/cap) / (24x60x60) = 0.18 L/s D Harmon Peaking Factor (PF) = / (4+P 0.5 ) where P = population in thousands PF = / ( ) = 4.3 E Peak Flow = (Avg. Flow) x (PF) = (0.18 L/s) x (4.3) = 0.77 L/s F Infiltration Allowance (IA) based on L/s/ha, as outlined in the Halton Water and Wastewater Linear Design Manual (2015). IA = (0.286 L/s/ha) x (0.41 ha) = 0.12 L/s G Total Sanitary Demand = Peak Flow + Infiltration Allowance = = 0.89 L/s 2.2 Proposed Sanitary Servicing Plan Based on the expected sanitary sewer discharge, the proposed site can be serviced with a 200mm diameter sanitary pipe at a 1% slope. The full-flow capacity of a 200mm diameter pipe at a 1% slope is L/s; the expected sanitary demand is well below this limit. The existing 200mm diameter sanitary sewer on East Street is at a slope of 0.65% and has a full flow capacity of L/s. Although the proposed sanitary demand discharging to the existing sewer is greater than what exists (see Table 2.1), it is only 4% of the pipes total capacity. Therefore it is not expected that there will be capacity issues within the existing sanitary infrastructure due to this proposed development. Functional Servicing and SWM Report -3- MTE File No.: Sovereign Street February 3, 2017

7 3.0 WATER SERVICING 3.1 Domestic Water Demands The expected domestic water demand for the proposed development was estimated using the Region of Halton design criteria. Table 3.1 summarizes the domestic water demand requirements for the Average Day, Maximum Day and Peak Hour demand scenarios. TABLE 3.1 DOMESTIC WATER DEMANDS Proposed Townhouse Development Population 56 people (see Table 2.1) Average Day Demand A (275 L/cap/d) x (56 people) = 0.18 L/s Max. Day Peaking Factor B 2.25 Peak Hour Peaking Factor C 4.00 Maximum Day Demand (2.25) x (0.18 L/s) = 0.41 L/s Peak Hour Demand (4.00) x (0.18 L/s) = 0.72 L/s A Average Day Demand from design factor (a) presented in Halton Water and Wastewater Linear Design Manual (2015). B Max. Day Peaking Factor from design factor (b) presented in Halton Water and Wastewater Linear Design Manual (2015). C Peak Hour Peaking Factor from Table 2-2 Maximum Hourly Demand Peaking Factor, Halton Water and Wastewater Linear Design Manual (2015). 3.2 Fire Flow Demands Fire flow demands for the proposed development were determined using the methodology outlined in the Water Supply for Public Fire Protection (Fire Underwriters Survey, 1999). Block A which consists of nine (9) units was found to have the worstcase fire flow demand and therefore was used to determine the required fire flow for the subject site. The fire demands associated with the proposed buildings are summarized in Table 3.2 and detailed calculations can be found in the attached appendix. TABLE 3.2 REQUIRED FIRE FLOW Townhouse Block Number of Units A Required Fire Flow B Block A L/s Block B L/s Block C L/s Required Fire Flow for Site C 400 L/s Total Required Water Demand for Site D L/s A Number of units based on Site Plan by AUDAX Architecture Inc. B Required Fire Flow for each townhouse block calculated using methodology outlined in FUS (1999). C Required Fire Flow for Site selected based on the worst-case block requiring the highest fire flow. D Total required water demand based on Max Day + Fire Flow. Functional Servicing and SWM Report -4- MTE File No.: Sovereign Street February 3, 2017

8 3.3 Proposed Water Servicing Plan Water servicing for the site will include the installation of a 150mm diameter watermain which will connect to the existing 150mm diameter watermain located on East Street. A new fire hydrant will be provided near the site entrance to service the developments fire flow needs. The Region of Halton requires water distribution systems to maintain a minimum residual pressure of 140 kpa (20 psi) when subject to Maximum Day + Fire Flow demands. At the time of detailed design, a hydrant flow test will be required to evaluate the available system pressure. 4.0 STORMWATER MANAGEMENT 4.1 Design Criteria The stormwater management design criteria for the subject site as established by the Town of Oakville are as follows: i) Attenuation of the post-development peak flow rates for the 2 to 100-year storm events to the pre-development (existing) peak flow rates; and ii) Achieve Enhanced level water quality treatment (80% TSS removal). 4.2 Methodology In order to successfully complete the stormwater management design for the site, the following tasks were undertaken: i) Determined the pre-development impervious cover of the site and specific subcatchment parameters for use in the SWMHYMO hydrologic modeling program; ii) iii) iv) Calculated pre-development runoff hydrographs to establish the allowable runoff rates using the SWMHYMO hydrologic modeling program; Determined the post-development impervious cover of the site and specific subcatchment parameters for use in the SMWHYMO hydrological modeling program; Calculated post-development runoff hydrographs using the SWMHYMO hydrologic modeling program; and v) Prepared the site grading and storm servicing to attain the required storage for runoff attenuation. Functional Servicing and SWM Report -5- MTE File No.: Sovereign Street February 3, 2017

9 4.3 Existing Conditions Under existing conditions, there exist five (5) single detached houses along with associated garages, sheds and driveways. The pervious landscaped area is comprised of grass and other natural vegetation. On Sovereign Street there exists a 350mmØ storm pipe which conveys flows from the associated road side ditch and catchbasins. On East Street there exists a 450mmØ storm pipe adjacent to the proposed entrance to the subject site. The site is generally flat and can be delineated by three (3) catchment areas. Table 4.1 provides a brief description of each catchment area as well as the size and the impervious cover associated with each. Figure 2 provides an illustration of the existing conditions catchment areas. Appendix B contains detailed hydrologic modeling parameters for the existing conditions; Appendix D contains input/output printouts for the hydrological model of the existing condition. TABLE 4.1 EXISTING CONDITIONS CATCHMENT AREAS Catchment ID Catchment Description % Imp. Area (ha) 101 Existing site discharging to East St Existing site discharging to Sovereign St Existing site discharging to southwest external lands Total 0.41 The existing conditions were assessed using the SWMHYMO hydrologic modeling program developed by J.F. Sabourin & Associates for the 2 to 100-year Town of Oakville design storm (24-hour duration Chicago design storm). Table 4.2 summarizes the pre-development runoff rates for each of the aforementioned design storm events and for each catchment area. Functional Servicing and SWM Report -6- MTE File No.: Sovereign Street February 3, 2017

10 FIGURE 2 JAN.02/17 1:300

11 TABLE 4.2 IDF PARAMETERS AND CORRESPONDING PRE-DEVELOPMENT RUNOFF RATES Constant A 2-Yr. 5-Yr. 10-Yr. 25-Yr. 50-Yr. 100-Yr. A B C Q (m 3 /s) B Q (m 3 /s) B Q (m 3 /s) B A IDF parameters from Town of Oakville Development Engineering Procedures and Guidelines Manual, Table 3.1 Intensity-Duration-Frequency Values. Q taken from SWMHYMO output for pre-development hydrologic model. 4.4 Proposed Conditions The proposed conditions drainage pattern is delineated by four (4) catchment areas. Stormwater runoff from the site will be collected by an internal storm sewer system that will convey flows to the existing 450mmØ storm sewer located within the East Street right-of-way. Stormwater management controls (short in-line orifice tube, above ground storage in the form of surface ponding, and underground storage in the form of storage tanks and storm sewers) will be implemented upstream of the outlet to control postdevelopment site discharge to the appropriate pre-development levels. Due to grading constraints and the proposed roof structure of the townhouses, portions of the site will discharge uncontrolled. Table 4.3 provides a brief description of each catchment area as well as the size and impervious cover associated with each. Figure 3 provides an illustration of the postdevelopment catchment areas. Appendix B contains detailed hydrologic modeling parameters; Appendix C contains a detailed stage-storage-discharge relationship for the controlled area; Appendix D contains input/output printouts for the hydrologic model of the proposed condition. Functional Servicing and SWM Report -8- MTE File No.: Sovereign Street February 3, 2017

12 BLOCK 'A' BLOCK 'B' BLOCK 'C' FIGURE 3 JAN.02/17 1:300

13 Catchment ID TABLE 4.3 PROPOSED CONDITIONS CATCHMENT AREAS Catchment Description % Imp. Area (ha) 201 Majority of site discharging to East St. storm sewer (controlled) Roofs and frontage of Block A discharging to Sovereign St. (uncontrolled) Roofs and backyards of Block C discharging to southwest external lands (uncontrolled) Frontage of Block B discharging to East St. (uncontrolled) Total 0.41 A short orifice tube is to be installed at the outlet of CBMH2 (see Engineering drawings) to control the stormwater runoff from Catchment 201. The site will be graded such that overland flow will be directed towards the East Street right-of-way. Table 4.4 summarizes the stage-storage-discharge relationship for the controlled Catchment 201. The proposed conditions were assessed using the SWMHYMO hydrologic modeling program developed by J.F. Sabourin & Associates for the 2 to 100-year Town of Oakville design storm (24-hour duration Chicago design storm). Table 4.5 summarizes the proposed conditions site discharge with the aforementioned stormwater management controls and compares them to the associated pre-development peak discharge (i.e. allowable discharge rate). Functional Servicing and SWM Report -10- MTE File No.: Sovereign Street February 3, 2017

14 A TABLE 4.4 STAGE-STORAGE-DISCHARGE RELATIONSHIP FOR ORIFICE CONTROL OF CATCHMENT 201 Elevation (m) Head (m) Total Storage Volume (m 3 ) A Discharge Q (m 3 /s) B Comments C/L of orifice Bottom of tanks Tank outlet invert Top of tank CBMH T/G m ponding limit Storage volume based on surface ponding, available volume in proposed storm sewers as well as underground storage tanks. B From orifice equation Q = CA (2gH) 0.5 for a 75 mm diameter orifice Where: C = 0.6, A=cross-sectional area, g=9.81, H=pressure head TABLE 4.5 POST-DEVELOPMENT SITE DISCHARGE WITH SWM CONTROLS Storm Event East St. Sovereign St. Southwest External Lands Pre A 101 Q (m 3 /s) Post B Q (m 3 /s) Pre A 102 Q (m 3 /s) Post B 202 Q (m 3 /s) Pre A 103 Q (m 3 /s) Post B 203 Q (m 3 /s) 2-Yr Yr Yr Yr Yr Yr A Pre-development peak flow rates from Table 4.2. B Post-development peak flow rates taken from SWMHYMO output file for post-development model. Functional Servicing and SWM Report -11- MTE File No.: Sovereign Street February 3, 2017

15 Catchment TABLE 4.6 POST-DEVELOPMENT STORAGE REQUIREMENTS 25-Year Storm Event Storage Provided (m 3 ) A Storage Used (m 3 ) B Depth of Ponding (m) Catchment 100-Year Storm Event Storage Provided (m 3 ) A Storage Used (m 3 ) B Depth of Ponding (m) A Storage provided taken from stage-storage-discharge relationship. B Total storage used from SWMHYMO output. Taken from Appendix D. The analysis indicates the following: For the 2 to 100-year storm events, the post-development peak discharge rates are less than the pre-development peak discharge rates as seen in Table 4.5. This satisfies the stormwater management quantity control requirement set by the Town of Oakville. For the 2 to 25-year storm event (and more frequent minor storm events), there will be no surface ponding. Sufficient storage volume is provided to contain the 100-year storm event on-site. 4.5 Quality Control Measures Stormwater quality control for the site will be provided by a Stormceptor oil/grit separator (or approved equivalent) that will be installed at the downstream end of the proposed on-site storm sewer system prior to connecting to the existing 450mmØ storm sewer located within the East Street right-of-way. Please refer to Appendix E for additional information about the total suspended solids (TSS) removal efficiencies. The following parameters were used to size the oil/grit separator device: Catchment Area (201) = 0.26 ha % Imperviousness = 96% Particle Distribution = Fine Upstream Storage = See Table 4.6 The analysis indicates that a Stormceptor STC-750 will provide 86% TSS removal which exceeds the requirements for an Enhanced (Level 1, or 80% TSS removal) level of water quality protection. The Stormceptor sizing output information is included in Appendix E. Stormwater runoff generated from Catchment Areas 202, 203, and 204 will be draining uncontrolled. These catchments are made up of unit frontages, backyards and roof Functional Servicing and SWM Report -12- MTE File No.: Sovereign Street February 3, 2017

16 structures. Therefore, it is assumed that the stormwater runoff generated from these catchments consist mainly of clean water. Due to grading constraints, these catchments are required to slope to areas which cannot be treated by the proposed oil/grit separator. 5.0 EROSION AND SEDIMENT CONTROL During construction, erosion and sedimentation controls will be provided primarily via a sediment control fence to be erected around the perimeter of the construction area wherever runoff has the potential of leaving the site or entering into the storm sewer system. All proposed on-site catchbasin manholes and nearby off-site catchbasins will be fitted with silt sacks within the structures to mitigate sediment transport during construction. A mudmat will be constructed at the proposed access from East Street to mitigate the transport of sediments to the surrounding roads. All erosion and sediment controls must be inspected and maintained regularly for the full duration of construction until the Engineer or the Town approves removal of the measures. The Contractor shall inspect all erosion and sediment controls weekly and after any rainfall event and rectify any deficiencies immediately. Functional Servicing and SWM Report -13- MTE File No.: Sovereign Street February 3, 2017

17 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the information provided herein, it is concluded that the development can be constructed to meet the servicing requirements of the Town of Oakville and the Region of Halton. Based on the foregoing analysis, it is concluded that: Sanitary service for the proposed development can be achieved with a 200mmØ pipe, connecting to the existing 200mmØ sanitary sewer on East Street. Water servicing will be provided via a 150mmØ pipe connected to the existing 150mmØ watermain located on East Street. A new hydrant will be installed near the proposed site entrance to service the developments fire flow requirements. The proposed stormwater management strategy provides adequate attenuation and meets the design requirements set by the Town of Oakville. Sufficient storage volume is provided via surface ponding, storm sewer pipes and underground storage tanks to contain the 100-year storm event. Stormwater quality control will be achieved via the proposed oil/grit separator. It is recommended that: The site grading be undertaken according to the proposed elevations, details and erosion control measures shown on the enclosed engineering drawings; The stormwater management facilities be installed as detailed on the enclosed engineering drawings; Erosion and sediment control measures are to be installed as outlined in this report and as per the engineering drawings and maintained until the site is stabilized; The stormwater management facilities be inspected by MTE Consultants Inc. during construction and certified to the Town of Oakville upon completion, and The proposed stormwater management plan presented in this report and the site servicing works illustrated on the attached engineering drawings be accepted in support of the site plan approval process. All of which is respectfully submitted, MTE CONSULTANTS INC. Joseph Asztalos, M.A.Sc., E.I.T Designer Kayam Ramsewak, P.Eng., C.E.T. Manager, Civil Engineering JRA:rla Functional Servicing and SWM Report -14- MTE File No.: Sovereign Street February 3, 2017

18 FIRE FLOW APPENDIX A

19 Sovereign Street Town of Oakville, Ontario Project No: Date: January, 2017 By: JRA FIRE FLOW DEMAND REQUIREMENTS - FIRE UNDERWRITERS SURVEY (FUS GUIDELINES) Fire flow demands for the FUS method is based on information and guidance provided in "Water Supply for Public Protection" (Fire Underwriters Survey, 1999). An estimate of the fire flow required is given by the following formula: where: F = C = A = F 220C A the required fire flow in litres per minute coefficient related to the type of construction = 1.5 for wood frame construction (structure essentially all combustible). = 1.0 for ordinary construction (brick or other masonry walls, combustible floor and interior) = 0.8 for non-combustible construction (unprotected metal structural components, masonry or metal walls) = 0.6 for fire-resistive construction (fully protected frame, floors, roof) Total floor area in square metres Adjustments to the calculated fire flow can be made based on occupancy, sprinkler protection and exposure to other structures. The table below summarizes the adjustments made to the basic fire flow demand. Building Area "A" C (m 2 ) (l/min) (l/s) % (1) (2) (3) (4) Final Adjusted Fire Flow "F" Occupancy Sprinkler Exposure Adjusted Fire Flow (L/min) % Adjustment (L/min) % Adjustment (L/min) (L/min) Fire Flow Rounded( L/min) (L/s) Block A 2, , , ,415 23,715 24, Block B 1, , , ,100 15,300 15, Block C 1, , , ,525 16,575 17, (2) Occupancy (3) Sprinkler (4) Exposure Non-Combustible -25% 40% credit for adequately designed system per 0 to 3m 25% Limited Combustible -15% NFPA 13. Additional 10% if water supply 3.1 to 10m 20% Calculate for all Combustible No charge standard for both the system and fire department 10.1 to 20m 15% sides. Maximum Free Burning 15% hose lines to 30m 10% charge shall not Rapid Burning 25% 30.1 to 45m 5% exceed 75%

20 JAN.03/17 1:

21 HYDROLOGIC PARAMETERS APPENDIX B

22 SOVEREIGN STREET TOWNHOMES TOWN OF OAKVILLE, ONTARIO STORMWATER MANAGEMENT EXISTING CONDITIONS HYDROLOGIC MODELING PARAMETERS Catchment Catchment Description Hydrograph Area Perv. Perv. Ia Impervious (%) Flow Length (m) Manning "n" Slope (%) Time to Peak ID Method (ha) CN (mm) TIMP XIMP Perv. Imperv. Perv. Imperv. Perv. Imperv. Tp (hrs) 101 Existing site discharging to East St. STANDHYD Existing site discharging to Sovereign St. STANDHYD Existing site discharging to southwest external lands Total 0.41 PROPOSED CONDITIONS HYDROLOGIC MODELING PARAMETERS STANDHYD Catchment Catchment Description Hydrograph Area Perv. Perv. Ia Impervious (%) Flow Length (m) Manning "n" Slope (%) Time to Peak ID Method (ha) CN (mm) TIMP XIMP Perv. Imperv. Perv. Imperv. Perv. Imperv. Tp (hrs) Majority of site discharging to East St. storm sewer Roofs and frontage of Block 'A' discharging to Sovereign St. Roofs and backyards of Block 'C' discharging to southwest external lands Frontage of Block 'B' discharging to East St. Total Pervious Initial Abstraction (Perv. Ia) = 0.1 x S, where S = (25400 / CN) Depression Storage over Impervious areas (DPSI) = 1.0 mm STANDHYD STANDHYD STANDHYD STANDHYD

23 APPENDIX C STAGE-STORAGE-DISCHARGE RELATIONSHIP

24 SOVEREIGN TOWNHOMES TOWN OF OAKVILLE STORMWATER MANAGEMENT Project Number: Date: File: February 3, 2017 Q:\41641\200\SWM\ SWM Calculations.xlsx Orifice Calculations for Catchment 201 Q o =C d A o (2gH o )^0.5 Orifice C d 0.6 Invert (m) CL elevation (m) Diameter (mm) 75 Type (H/V) V Description Outlet pipe STAGE-STORAGE-DISCHARGE RELATIONSHIP Description Stage Contour Area Incremental Volume Cumulative Volume Orifice Orifice Area H o Flow m m 2 m 3 m 3 m 2 m m 3 /s C/L of orifice Bottom of tanks Tank outlet invert Top of tank CBMH T/G m ponding limit

25 SOVEREIGN STREET TOWNHOUSES OAKVILLE STORMWATER MANAGEMENT INFILTRATION TANK SIZING Tank Sizing Atlantis StormTank Quad-stack Module Dimensions (per unit) Length m Width m Height 1.74 m Total Volume Provided m 3 Void Space Volume 95% Underground Storage Tank Length 3.43 m Width m Height 1.74 m Tank Footprint Area m 2 Storage Volume (Gross) m 3 Storage Volume (Net) m 3 Min. Require No. of Modules/Layers Length 5 Modules Width 40 Modules Stacks 1 Layer Total 200 Units Note Only need 197 units, will show footprint of 200 on drawings for schematic purposes

26 APPENDIX D HYDROLOGIC MODEL INPUT & OUTPUT

27 Jan. 4,

28 (Q:\...PRE.dat) December, Metric units # Project Name: SOVEREIGN TOWNHOMES # OAKVILLE, ONTARIO # JOB NUMBER : # Date : DECEMBER 2016 # Modeller : JRA # Company : MTE CONSULTANTS INC. # File : PRE.DAT % START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[002] ["OAK_002.stm"] READ STORM STORM_FILENAME=["STORM.001"] ############################################################################## # # EXISTING CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## AREA EXISTING SITE DISCHARGING TO EAST STREET CALIB STANDHYD ID=[1], NHYD=["101"], DT=[1.0](min), AREA=[0.08](ha), XIMP=[0.41], TIMP=[0.41], DWF=[0](cms), LOSS=[2], SCS curve number CN=[80], Pervious surfaces: IAper=[6.35](mm), SLPP=[2.0](%), LGP=[10](m), MNP=[0.250], SCP=[0](min), Impervious surfaces: IAimp=[1.0](mm), SLPI=[11.5](%), LGI=[5](m), MNI=[0.013], SCI=[0](min), RAINFALL=[,,,, ](mm/hr), END=-1 AREA EXISTING SITE DISCHARGING TO SOVEREIGN STREET CALIB STANDHYD ID=[2], NHYD=["102"], DT=[1.0](min), AREA=[0.12](ha), XIMP=[0.43], TIMP=[0.43], DWF=[0](cms), LOSS=[2], SCS curve number CN=[80], Pervious surfaces: IAper=[6.35](mm), SLPP=[2.0](%), LGP=[10](m), MNP=[0.250], SCP=[0](min), Impervious surfaces: IAimp=[1.0](mm), SLPI=[14.0](%), LGI=[10](m), MNI=[0.013], SCI=[0](min), RAINFALL=[,,,, ](mm/hr), END=-1 AREA Existing site discharging to southwest external lands CALIB STANDHYD ID=[3], NHYD=["103"], DT=[1.0](min), AREA=[0.21](ha), XIMP=[0.24], TIMP=[0.24], DWF=[0](cms), LOSS=[2], SCS curve number CN=[80], Pervious surfaces: IAper=[6.35](mm), SLPP=[2.0](%), LGP=[60](m), MNP=[0.250], SCP=[0](min), Impervious surfaces: IAimp=[1.0](mm), SLPI=[14.9](%), LGI=[10](m), MNI=[0.013], SCI=[0](min), RAINFALL=[,,,, ](mm/hr), END=-1 RUN REMAINING DESIGN STORMS (Town of Oakville 24-hour duration 5 TO 100-YR) START START START START START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[005] ["OAK_005.stm"] TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[010] {"OAK_010.stm"] TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[025] ["OAK_025.stm"] TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[050] {"OAK_050.stm"] TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[100] ["OAK_100.stm"] % FINISH MTE Consultants Inc. Page 0 Pre Development Input

29 (Q:\...PRE.out) December, 2016 ================================================================================ SSSSS W W M M H H Y Y M M OOO ========= S W W W MM MM H H Y Y MM MM O O SSSSS W W W M M M HHHHH Y M M M O O ## Ver 4.05 S W W M M H H Y M M O O Sept 2011 SSSSS W W M M H H Y M M OOO 9 9 ========= # StormWater Management HYdrologic Model ========= SWMHYMO Ver/4.05 A single event and continuous hydrologic simulation model based on the principles of HYMO and its successors OTTHYMO-83 and OTTHYMO-89. Distributed by: J.F. Sabourin and Associates Inc. Ottawa, Ontario: (613) Gatineau, Quebec: (819) swmhymo@jfsa.com Licensed user: MTE Consultants Inc in any City SERIAL#: PROGRAM ARRAY DIMENSIONS Maximum value for ID numbers : 10 Max. number of rainfall points: Max. number of flow points : D E T A I L E D O U T P U T DATE: TIME: 15:09:19 RUN COUNTER: Input filename: Q:\41641\200\SWM\SWMHYMO\PRE.dat Output filename: Q:\41641\200\SWM\SWMHYMO\PRE.out Summary filename: Q:\41641\200\SWM\SWMHYMO\PRE.sum User comments: 1: 2: 3: 001: # Project Name: SOVEREIGN TOWNHOMES # OAKVILLE, ONTARIO # JOB NUMBER : # Date : DECEMBER 2016 # Modeller : JRA # Company : MTE CONSULTANTS INC. # File : PRE.DAT END OF RUN : 1 START Project dir.: Q:\41641\200\SWM\SWMHYMO\ Rainfall dir.: Q:\41641\200\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 002 NSTORM= 1 # 1=OAK_002.stm 002: # Project Name: SOVEREIGN TOWNHOMES # OAKVILLE, ONTARIO # JOB NUMBER : # Date : DECEMBER 2016 # Modeller : JRA # Company : MTE CONSULTANTS INC. # File : PRE.DAT 002: READ STORM Filename: This is a 2YR 24hr CHICAGO STORM Ptotal= mm Comments: This is a 2YR 24hr CHICAGO STORM TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr : ############################################################################## # # EXISTING CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## AREA EXISTING SITE DISCHARGING TO EAST STREET CALIB STANDHYD Area (ha)=.08 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.22 (ii) 5.27 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 002: AREA EXISTING SITE DISCHARGING TO SOVEREIGN STREET CALIB STANDHYD Area (ha)=.12 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.31 (ii) 5.36 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 002: AREA Existing site discharging to southwest external lands CALIB STANDHYD Area (ha)=.21 03:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.31 (ii) (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) MTE Consultants Inc. Page 0 Pre Development Output

30 (Q:\...PRE.out) December, : RUN REMAINING DESIGN STORMS (Town of Oakville 24-hour duration 5 TO 100-YR) END OF RUN : 4 START Project dir.: Q:\41641\200\SWM\SWMHYMO\ Rainfall dir.: Q:\41641\200\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 005 NSTORM= 1 # 1=OAK_005.stm 005: # Project Name: SOVEREIGN TOWNHOMES # OAKVILLE, ONTARIO # JOB NUMBER : # Date : DECEMBER 2016 # Modeller : JRA # Company : MTE CONSULTANTS INC. # File : PRE.DAT 005: READ STORM Filename: This is a 5YR 24hr CHICAGO STORM Ptotal= mm Comments: This is a 5YR 24hr CHICAGO STORM TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr : ############################################################################## # # EXISTING CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## AREA EXISTING SITE DISCHARGING TO EAST STREET CALIB STANDHYD Area (ha)=.08 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.19 (ii) 4.18 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 005: AREA EXISTING SITE DISCHARGING TO SOVEREIGN STREET CALIB STANDHYD Area (ha)=.12 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.28 (ii) 4.26 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 005: AREA Existing site discharging to southwest external lands CALIB STANDHYD Area (ha)=.21 03:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.27 (ii) (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 005: RUN REMAINING DESIGN STORMS (Town of Oakville 24-hour duration 5 TO 100-YR) 005: END OF RUN : 9 START Project dir.: Q:\41641\200\SWM\SWMHYMO\ Rainfall dir.: Q:\41641\200\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 010 NSTORM= 1 # 1=OAK_010.stm 010: # Project Name: SOVEREIGN TOWNHOMES # OAKVILLE, ONTARIO # JOB NUMBER : # Date : DECEMBER 2016 # Modeller : JRA # Company : MTE CONSULTANTS INC. # File : PRE.DAT 010: READ STORM Filename: This is a 10YR 24hr CHICAGO STORM Ptotal= mm Comments: This is a 10YR 24hr CHICAGO STORM TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr MTE Consultants Inc. Page 1 Pre Development Output

31 (Q:\...PRE.out) December, : ############################################################################## # # EXISTING CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## AREA EXISTING SITE DISCHARGING TO EAST STREET CALIB STANDHYD Area (ha)=.08 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.18 (ii) 3.75 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 010: AREA EXISTING SITE DISCHARGING TO SOVEREIGN STREET CALIB STANDHYD Area (ha)=.12 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.26 (ii) 3.83 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 010: AREA Existing site discharging to southwest external lands CALIB STANDHYD Area (ha)=.21 03:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.25 (ii) (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 010: RUN REMAINING DESIGN STORMS (Town of Oakville 24-hour duration 5 TO 100-YR) 010: : END OF RUN : 24 START Project dir.: Q:\41641\200\SWM\SWMHYMO\ Rainfall dir.: Q:\41641\200\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 025 NSTORM= 1 # 1=OAK_025.stm 025: # Project Name: SOVEREIGN TOWNHOMES # OAKVILLE, ONTARIO # JOB NUMBER : # Date : DECEMBER 2016 # Modeller : JRA # Company : MTE CONSULTANTS INC. # File : PRE.DAT 025: READ STORM Filename: This is a 25YR 24hr CHICAGO STORM Ptotal= mm Comments: This is a 25YR 24hr CHICAGO STORM TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr : ############################################################################## # # EXISTING CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## AREA EXISTING SITE DISCHARGING TO EAST STREET CALIB STANDHYD Area (ha)=.08 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= MTE Consultants Inc. Page 2 Pre Development Output

32 (Q:\...PRE.out) December, 2016 Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.17 (ii) 3.31 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 025: AREA EXISTING SITE DISCHARGING TO SOVEREIGN STREET CALIB STANDHYD Area (ha)=.12 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.24 (ii) 3.38 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 025: AREA Existing site discharging to southwest external lands CALIB STANDHYD Area (ha)=.21 03:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.24 (ii) (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 025: RUN REMAINING DESIGN STORMS (Town of Oakville 24-hour duration 5 TO 100-YR) 025: : : END OF RUN : 49 START Project dir.: Q:\41641\200\SWM\SWMHYMO\ Rainfall dir.: Q:\41641\200\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 050 NSTORM= 1 # 1=OAK_050.stm 050: # Project Name: SOVEREIGN TOWNHOMES # OAKVILLE, ONTARIO # JOB NUMBER : # Date : DECEMBER 2016 # Modeller : JRA # Company : MTE CONSULTANTS INC. # File : PRE.DAT 050: READ STORM Filename: This is a 50YR24hr CHICAGO STORM Ptotal= mm Comments: This is a 50YR24hr CHICAGO STORM TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr : ############################################################################## # # EXISTING CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## AREA EXISTING SITE DISCHARGING TO EAST STREET CALIB STANDHYD Area (ha)=.08 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.16 (ii) 3.10 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = CN = 80.0 Ia = Dep. Storage (Above) 050: AREA EXISTING SITE DISCHARGING TO SOVEREIGN STREET CALIB STANDHYD Area (ha)=.12 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= Surface Area (ha)= Average Slope (%)= Length (m)= Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.23 (ii) 3.17 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS MTE Consultants Inc. Page 3 Pre Development Output