HALTON REGION PUBLIC WORKS YARD

Transcription

1 HALTON REGION PUBLIC WORKS YARD Stormwater Management Report Project Location: 2195 North Service Road, Oakville, ON Prepared for: The Region of Halton 690 Dorval Drive Oakville, ON Prepared by: MTE Consultants Inc Sutton Drive, Unit A Burlington, ON May 15, 2018 MTE File No.:

2 TABLE OF CONTENTS Page 1.0 INTRODUCTION Overview Background Information Geotechnical Investigation STORMWATER MANAGEMENT Stormwater Management Criteria Existing Conditions Proposed Conditions Stormwater Quantity Control Water Quality Control Sediment and Erosion Control Water Feature Analysis CONCLUSIONS AND RECOMMENDATIONS...17 FIGURES FIGURE 1 LOCATION PLAN 3 FIGURE 2 EXISTING CONDITIONS CATCHMENT AREAS... 5 FIGURE 3 PROPOSED CONDITIONS CATCHMENT AREAS... 8 FIGURE 4 EXISTING CONDITIONS WATER FEATURE CATCHMENT AREA FIGURE 5 PROPOSED CONDITIONS WATER FEATURE CATCHMENT AREA FIGURE 6 SITE LOCATION IN RELATION TO 14 MILE CREEK TABLES TABLE EXISTING CONDITIONS STORM CATCHMENT AREAS... 4 TABLE EXISTING CONDITIONS PEAK FLOW RATES... 6 TABLE PROPOSED CONDITIONS STORM CATCHMENT AREAS... 7 TABLE 2.4 STAGE-STORAGE-DISCHARGE RELATIONSHIP CHARACTERISTICS FOR DRY POND FACILITY (CATCHMENT 201) TABLE 2.5 EXISTING VS. PROPOSED CONDITIONS SITE DISCHARGE TABLE 2.6 PROPOSED CONDITIONS STORAGE VOLUME REQUIREMENTS SUMMARY FOR DRY POND FACILITY (CATCHMENT 201) TABLE 2.7 EXISTING CONDITIONS CATCHMENT AREA TO WATER FEATURE. 13 TABLE 2.8 PROPOSED CONDITIONS UPSTREAM CATCHMENT TABLE 2.9 EXISTING AND PROPOSED CONDITIONS WATER LEVELS WITHIN THE WATER FEATURE WITHIN HALTON REGION LANDS APPENDICES APPENDIX A STORMWATER MANAGEMENT INFORMATION M:\43597\100\Reports\SWM Report\ SWM Report FINAL.docx

3 1.0 INTRODUCTION 1.1 Overview MTE Consultants Inc. were retained by the Region of Halton to complete the site plan, site grading, site servicing and stormwater management design for the proposed Halton Public Works Yard located at 2195 North Service Rd in the Town of Oakville (see Figure 1 for location plan). This report will outline the stormwater management strategy for the proposed development. The subject site is approximately 1.36 ha in area. The site is bounded by the Mid Halton Wastewater Treatment Plant to the north and east, Deerfield Golf Course to the west, and North Service Rd to the south. A water feature runs through the northern parts of the property and a ditch runs along North Service Rd to the south of the site. The water feature at the north end of the property eventually outlets to Fourteen Mile Creek. Under existing conditions, the site consists of a single storey bar/restaurant building with a concrete patio area and a gravel driveway/parking lot surrounding the building s north and west sides. In addition, there exists a mini putt golf area to the south-east of the building and a concrete baseball diamond north of the existing building. The proponent plans to demolish all existing structures on the site and construct concrete containment facilities for waste and material storage. Additionally, the existing gravel parking lot will be renovated and expanded and the driveway entrance will be relocated to accommodate the proposed development. Please refer to the site plan (MTE Drawing C2.1) for additional site information. 1.2 Background Information The following documents were referenced in the preparation of this report: Ref.1: Erosion & Sediment Control Guideline for Urban Construction (December, 2006). Ref.2: Low Impact Development Stormwater Management Planning and Design Guideline, Credit Valley Conservation & Toronto and Region Conservation for the Living City, Version 1.0 (2010). Ref.3: MOE Stormwater Management Practices Planning and Design Manual, (Ministry of the Environment, March, 2003). Ref.4: Ontario Building Code (2012). Ref.5: Preliminary Geotechnical Investigation 2195 North Service Road Oakville, Ontario (Terraprobe, March, 2018) SWM Report 1 MTE File No: Halton Public Works Yard May 15, 2018

4 1.3 Geotechnical Investigation A geotechnical investigation was prepared by Terraprobe dated March 15, Seven (7) test pits were excavated to depths of about 2.0 to 2.1 meters. A topsoil layer of varying thickness between 300mm to 600mm existing was encountered in two of the boreholes. The subsurface conditions are generally comprised of fill/disturbed soil, clayey silt till and bedrock (weathered shale). In general, the fill layer generally consisted of dark brown silty clay to clayey silt with traces of topsoil, gravel and shale fragments. The clayey silt till was found at varying depths of 1.5m to 2.0m below existing grade and consisted of relatively stiff to very stiff reddish brown clayey silt till. The test pits also revealed a reddish brown weathered shale of the Queenston Formation consisting of reddish brown shale with limestone at depths varying between 1.5m to 2.0m below existing grade. During and upon completion of the drilling operations, the test pits remained open and dry. It should be noted, however, that the groundwater levels are subject to seasonal fluctuations. Based on this, a value of 84 was used for the pervious CN, falling under Hydrologic Soil Group CD. SWM Report 2 MTE File No: Halton Public Works Yard May 15, 2018

5 Figure 1 MAY 04/18 1:

6 2.0 STORMWATER MANAGEMENT 2.1 Stormwater Management Criteria Based on correspondence from the Town of Oakville, the following stormwater management (SWM) criteria will be applied to the site: Quantity Control Post development peak discharge rates for the 2-yr to 100-yr storm events are to be controlled to the corresponding pre-development peak discharge rates. Quality Control Enhanced (80% TSS removal) level of water quality protection will be required. 2.2 Existing Conditions Under existing conditions, the site consists of a small building surrounded by a gravel parking lot, a concrete baseball diamond, a landscaped mini putt golf area to the south and a water feature to the north. The remainder of the site consists of grass and landscaping. Drainage from the site drains to both an existing ditch along North Service Road as well as the water feature within the property which ultimately outlets to Fourteen Mile Creek. There also exists a catch basin within the gravel parking lot which connects to the water feature. Catchment Areas The existing drainage pattern is delineated by three (3) catchment areas. Table 2.1 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. TABLE EXISTING CONDITIONS STORM CATCHMENT AREAS Catchment ID Description Area (ha) % Imp. Landscaped area and concrete baseball diamond draining to the Water feature Gravel parking lot draining to the Water feature via an existing storm sewer with major overland draining to the existing ditch on north service road Mini putt golf, gravel parking, and landscaping draining to the existing ditch on north service road Total Area (Site + External) SWM Report 4 MTE File No: Halton Public Works Yard May 15, 2018

7 Figure 2 MAY.15/18 1:

8 Catchment 101 Catchment 101 represents landscaped areas and the concrete baseball diamond at the north end of the site which drains via overland sheet flow to the existing water feature. A portion of a gravel pathway also drains to the water feature. A small external landscape area also drains on to the site along the north property line. Catchment 102 Catchment 102 represents a portion of the existing building and the portion of gravel parking lot west of it. A catch basin collects stormwater runoff from this area and outlets to the existing water feature via an existing storm sewer. For storm events above the 5- year event, this catchment drains to the existing ditch along North Service Rd via overland sheet flow. Catchment 103 Catchment 103 represents a portion of the existing building and gravel parking lot to the north and south of the building as well as a grassed mini putt golf area east of the building and landscaping along the southern perimeter of the site. A small external landscape area also drains on to the site along the north property line. This area drains via overland sheet flow to the existing ditch on North Service Road. Existing Peak Discharge Rates The existing conditions were assessed using the SWMHYMO hydrologic modeling program developed by J.F. Sabourin & Associates for the 2-year to 100-year Town of Oakville 4-hour Chicago Distribution design storms. Appendix A contains detailed hydrologic modeling parameters and input/output printouts for the existing conditions. Table 2.2 summarizes the existing conditions peak discharge rates from the site. TABLE EXISTING CONDITIONS PEAK FLOW RATES Storm Event Existing Water Feature Outlet Catchment (<= 5-yr event) (m 3 /s) Existing Ditch on North Service Road Outlet Catchment (> 5-yr event) (m 3 /s) 2-year year year year year year SWM Report 6 MTE File No: Halton Public Works Yard May 15, 2018

9 2.3 Proposed Conditions Under proposed conditions, the proponent plans to demolish the existing structures on site and construct concrete containment areas for material storage southeast of the existing water feature. An asphalt driveway access to the north property will also be constructed and the existing access will remain for emergency purposes and the gravel parking lot will be renovated and expanded to accommodate the development A strip of landscaped area along the south and west perimeter of the site drains via an existing swale to the existing ditch along North Service Rd. The landscaped areas at the north end of the site and around the water feature will remain untouched and will continue to drain uncontrolled to the water feature. The renovated gravel parking lot and proposed containment areas will be directed to a proposed dry pond facility via overland sheet flow and a proposed grass swale along the eastern perimeter of the site. The dry pond will function as both a quantity control measure as well as quality control measure prior to discharging storm water to the existing water feature. The proposed dry pond will be discussed in more detail later in the report. Catchment Areas The proposed conditions drainage pattern is delineated by three (3) catchment areas. Table 2.3 provides a brief description of each catchment area as well as the size and the impervious cover associated with each. Figure 3 provides an illustration of the proposed conditions catchment areas. Appendix A contains detailed hydrologic modeling parameters and input/output printouts for the proposed conditions. TABLE PROPOSED CONDITIONS STORM CATCHMENT AREAS Catchment ID 201 Description Proposed Parking Lot and landscaped areas (Controlled) to SWM Facility Area (ha) % Imp Ex Drainage to water feature at rear of site (Uncontrolled) Perimeter Landscape (Uncontrolled) to Ex Ditch on North Service Road Total Area (Site + External) SWM Report 7 MTE File No: Halton Public Works Yard May 15, 2018

10 Figure 3 MAY.04/18 1:

11 Catchment 201 Catchment 201 represents the majority of the site and consists of the renovated gravel parking lot and proposed containment facilities. The western half of this area drains to the dry pond facility directly via overland sheet flow and the eastern half drains to a proposed grass swale along the eastern perimeter of the site which discharges to the dry pond facility. The dry pond facility will allow for settling of stormwater prior to discharging to the water feature. Stormwater flows will be controlled via a concrete weir. During emergency overland flow scenarios (above the 100-year storm), stormwater within this catchment will continue to drain to the water feature via the concrete weir in the dry pond facility. Catchment 202 Catchment 202 represents the existing landscaped areas to the north and south of the water feature. This area will be left undeveloped and will continue drain uncontrolled to the water feature via overland sheet flow. Catchment 203 Catchment 203 represents the strip of landscaping along the southern and western perimeter of the site as well as the new driveway access to the north property. This area drains uncontrolled via overland sheet flow and via an existing grass swale to the existing ditch along North Service Road during all storm events Stormwater Quantity Control The proposed conditions were assessed using the SWMHYMO hydrologic modeling program developed by J.F. Sabourin & Associates for the 2-year to 100-year Town of Oakville 4-hour Chicago Distribution design storms. Appendix A contains detailed hydrologic modeling parameters and input/output printouts for the proposed conditions. Table 2.4 summarizes the stage-storage-discharge relationship characteristics of the dry pond facility. The information below is used in the hydrologic model. Table 2.5 summarizes the existing and proposed conditions site discharge rates. Table 2.6 summarizes the storage volume requirements vs. the storage volume provided. SWM Report 9 MTE File No: Halton Public Works Yard May 15, 2018

12 TABLE 2.4 STAGE-STORAGE-DISCHARGE RELATIONSHIP CHARACTERISTICS FOR DRY POND FACILITY (CATCHMENT 201) Elevation (m) Head H (m) A Storage Volume (m 3 ) B Discharge, Q (m 3 /s) C Comments Crest of Weir m of ponding in Dry Pond Top of Dry Pond A Head (m) above crest of weir B Storage volume provided within the dry pond facility (see Appendix A for more details). C From Weir equation Qw=Cw(Hw)^1.5((L-0.2Hw)+(0.8TAN(THETA)Hw)) for a Weir Where: Cw = 1.60, L=Length, Hw=pressure head TABLE 2.5 EXISTING VS. PROPOSED CONDITIONS SITE DISCHARGE Storm Event Water Feature Outlet Proposed Conditions Peak Flow Rates (Catchment ) (m 3 /s) B Existing Peak Flow Rate (Catchment minor) (m 3 /s) A Existing Ditch on North Service Road Outlet Proposed Conditions Peak Flow Rates (Catchment 203) (m 3 /s) B Existing Conditions Peak Flow Rates (Catchment major) (m 3 /s) A 2-year year year year year year A Taken from Table 2.2 B Discharge taken from SYMHYMO Output (see Appendix A) TABLE 2.6 PROPOSED CONDITIONS STORAGE VOLUME REQUIREMENTS SUMMARY FOR DRY POND FACILITY (CATCHMENT 201) Storm Event (Catchment 201 Storage Volume Required Storage Volume Provided (m 3 ) A (m 3 ) B 2-yr 65 5-yr yr yr yr yr 158 (elevation=118.48) A See SWMHYMO Output in Appendix B B See Table SWM Report 10 MTE File No: Halton Public Works Yard May 15, 2018

13 The analysis indicates the following: For the 2-year to 100-year storm events, the proposed conditions peak discharge rates to the existing water feature (Catchment ) is less than the existing peak discharge rates to this outlet for all storm events. For the 2-year to 100-year storm events, the proposed conditions peak discharge rates to the existing ditch on North Service Road (Catchment 203) is less than the existing peak discharge rates to this outlet. Sufficient storage volume is provided via the proposed dry pond facility to attenuate and store the 100-year storm event such that existing conditions peak flow rates are not exceeded. A total of 0.32m of freeboard has been provided in the proposed dry pond facility (from the 100-year storm event to the top of pond) Water Quality Control Stormwater quality control for Catchment 201 will be provided by a vegetative filter strip, grass swales and the proposed dry pond facility as part of a treatment train approach to achieve the required TSS removal efficiency of 80%. As described in Section 2.3, the majority of the developed area (Catchment 201) will drain to the dry pond. Roughly half of Catchment 201 will drain to the proposed dry pond via overland sheet flow through a vegetative filter strip. The other half of Catchment 201 will drain via overland sheet flow to a proposed grass swale and then through a vegetative filter strip before discharging to the proposed dry pond. The proposed dry pond facility will contain vegetation, plantings and grasses around the perimeter which will act as a vegetative filter strip. The use of grass, plants and other vegetation around the dry pond will stabilize the soils in the area. As noted in Table of the TRCA LID manual for a vegetated filter strip, the average TSS removal rate ranges from 20-80% and also removes other pollutants like Nitrogen and Phosphorus. Enhanced grass swales are also proposed around the perimeter of the parking lot. The proposed swales will slow the water to allow sedimentation, filtration through the root zone and soil matrix, evapotranspiration and infiltration into the underlying native soil. As noted in page of the TRCA LID manual for a vegetated filter strip, the TSS removal rate can be as high as 76% and also removes other pollutants like Nitrogen and Phosphorus. Once the stormwater gets polished by the vegetative filter strip and proposed grass swales, stormwater will have a chance to be further treated by proposed vegetation within the dry pond facility. Therefore, through the use of a treatment train approach which includes a vegetative filter strip, grass swales and the dry pond facility, the required TSS removal efficiency of 80% is achieved. SWM Report 11 MTE File No: Halton Public Works Yard May 15, 2018

14 Stormwater runoff generated from Catchment 202 will drain uncontrolled to the water feature as under existing conditions. This catchments remains undeveloped under proposed conditions and is comprised of a small gravel walkway walkway and landscaped areas only, therefore stormwater runoff from this catchment is generally considered clean. Stormwater quality control for Catchment 203 will be provided by a vegetative filter strip and proposed grass swales. The proposed asphalt driveway access to the north property will be crowned and will sheet flow through a 1m wide vegetative filter strip on either side of the driveway before proposed grass swales pick up and convey drainage to an existing swale which drains to the existing ditch on North Service Road. As documented above, the vegetative filter strips and proposed grass swales will achieve the required TSS removal efficiency of 80% via a treatment train approach for this asphalt driveway access. The remainder of this catch is comprised of landscaped areas and therefore stormwater runoff from these areas are generally considered clean Sediment and Erosion Control Sediment and erosion control measures will be implemented on site during construction. These measures will include: Installation of silt control fencing at strategic locations around the perimeter of the site. Preventing silt or sediment laden water from entering inlets (catch basins / catch basin manholes) by wrapping their tops with filter fabric or installing silt sacks. Providing a temporary mud mat at the construction entrance during construction to limit transport of sediment off site. Maintaining sediment and erosion control structures in good repair (including periodic cleaning as required) until such time that the Engineer or The Town approves their removal. Erosion control measures to be inspected daily and after any rainfall event. For further details of the proposed Sediment and erosion control measures, please refer to the Sediment and Erosion Control Plan (MTE drawing C1.1) Water Feature Analysis As mentioned previously, the water feature that runs through the subject site outlets to Fourteen Mile Creek as does the existing ditch along North Service Road. The upstream catchment area draining to this water feature was analyzed for the purpose of analyzing the high water level in the drainage/water feature within the limits of the site. SWM Report 12 MTE File No: Halton Public Works Yard May 15, 2018

15 Existing Conditions Under existing conditions the upstream catchment area of the water feature is approximately 26.04ha and consists mainly of the Deerfield Golf course, a portion of the Mid Halton Wastewater Treatment Plant property, and catchments 101 and 102 as mentioned in section 2.2. Table 2.7 provides a brief description of these catchment areas as well as the size and the runoff coefficient associated with each. Figure 4 provides an illustration of the existing conditions catchment area of the water feature. TABLE 2.7 EXISTING CONDITIONS CATCHMENT AREA TO WATER FEATURE Catchment ID 301 (includes catchment 102) 102 Description Existing drainage external drainage to water feature within Halton Region Lands Existing drainage from site area to water feature within Halton Region Lands Area (ha) Runoff Coefficient Proposed Conditions Under proposed conditions the drainage area of the water feature is slightly increased due to the addition of Catchment 201 with a total drainage area of approximately 26.69ha and includes catchments 201 and 202 as discussed in section 2.3 in addition to the external drainage under existing conditions. Since the drainage area and impervious cover has increased under proposed conditions, stormwater quantity controls as described in section will be implemented to control flows to existing conditions. Table 2.8 provides a brief description of these catchment areas as well as the size and the runoff coefficient associated with each. Figure 5 provides an illustration of the proposed conditions catchment area of the water feature and Figure 6 shows the site location in relation to Fourteen Mile Creek. TABLE 2.8 PROPOSED CONDITIONS UPSTREAM CATCHMENT Catchment ID Description Area (ha) Runoff Coefficient 401 (includes catchment 203) Proposed water feature catchment Proposed controlled drainage from site area to water feature within Halton Region Lands SWM Report 13 MTE File No: Halton Public Works Yard May 15, 2018

16 Figure 4 MAY 15/18 1:

17 Figure 5 MAY 15/18 1:

18 Figure 6 MAY 15/18 N.T.S

19 Water Level Analysis The high water level under existing and proposed conditions within the water feature within Halton Region Lands was determined using FlowMaster software with the peak flow input based on the rational method for the external drainage and the peak flow input from the SWMHYMO model for the site. Table 2.9 summarizes the existing and proposed conditions water levels for the 100-year storm event. Please see Appendix A for rational method calculations as well as the FlowMaster output. TABLE 2.9 EXISTING AND PROPOSED CONDITIONS WATER LEVELS WITHIN THE WATER FEATURE WITHIN HALTON REGION LANDS Storm Event Existing Conditions Water Level (m) Proposed Conditions Water Level (m) 100-year Based on the above, the water levels within the water feature within Halton Region Lands will increase by 0.01m under proposed conditions, which is negligible. 3.0 CONCLUSIONS AND RECOMMENDATIONS Based on the information provided herein, it is concluded that the proposed development can be constructed to satisfy the requirements of the Region of Halton and the Town of Oakville. It is concluded and recommended that: Under proposed conditions, the impervious cover of the site will increase from 30% to 49% and the area discharging to the existing water feature will increase, therefore quantity controls are required. The post-development peak discharge rates are less than the pre-development peak discharge rates for the 2-year to 100-year storm events as shown in section for both the water feature outlet and the existing ditch on North Service Road outlet. The proposed dry pond facility, grass swales, and vegetated filter strips will provide quality control in a treatment train approach and meets the required 80% TSS removal rate. Under proposed conditions, the high water level within the water feature for the 100-year storm event will marginally increase by 0.01m and thus is neglectable. Erosion and Sediment control measures be installed and maintained as described in section The proposed stormwater management strategy presented in this report and as shown on the site grading and servicing plan be accepted in support of Site Plan Approval process. SWM Report 17 MTE File No: Halton Public Works Yard May 15, 2018

20 We trust the information enclosed herein is satisfactory. questions please do not hesitate to contact our office. Should you have any All of which is respectfully submitted, MTE CONSULTANTS INC. Matthew Mannella, P. Eng. Design Engineer MXM:kxs SWM Report 18 MTE File No: Halton Public Works Yard May 15, 2018

21 SUPPLEMENTARY STORMWATER MANAGEMENT INFORMATION APPENDIX A

22 Halton Region Public Works Yard 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 Ex Drainage to water feature at rear of site STANDHYD Ex Drainage to Existing Catch basin (outlets to water feature at rear of site) STANDHYD Ex Drainage to Ex Ditch on North Service Road STANDHYD TOTAL (Site + External) PROPOSED 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) 201 Proposed Parking Lot (Controlled) to SWM Facility STANDHYD Ex Drainage to water feature at rear of site (Uncontrolled) NASHHYD Perimeter Landscape (Uncontrolled) to Ex Ditch on North Service Road NASHHYD TOTAL (Site + External) Notes - Pervious Initial Abstraction (Perv. Ia) = 5.00 mm - Depression Storage over Impervious areas (DPSI) = 1.0 mm - CN based on CD Soil Group (Crop and other improved land)

23 Halton Region Public Works Yard Town of Oakville, Ontario STORMWATER MANAGEMENT Time to Peak Calculations Time to peak (Tp) values derived from time of concentration (Tc) calculations based on the Airport Method Equation: 3.26 (1.1 (1.1 -C- C) L) L T T c = c = S S W W T c = Overland flow time of concentration (min) L = Flow travel length S = Basin slope (%) C = Runoff coefficient From this, Time-to-peak (Tp) = 0.67 Tc (MTO Drainage Manual Design Chart 1.12) The time to peak values used in the NASHYD command for the proposed conditions hydrologic modeling are shown below: Catchment Area Length "C" Slope Tc Tp Tp ID (ha) (m) (m/m) (min) (min) (hrs)

24 Halton Region Public Works Yard Town of Oakville, Ontario STORMWATER MANAGEMENT STAGE-STORAGE CALCULATIONS FOR DRY POND Description Elevation Area Incremental Volume Cumulative Volume m m 2 m 3 m 3 Bottom of Dry Pond & Crest of Weir m of ponding in Dry Pond Top of Dry Pond Note: See Pond Design Sheet for Stage-Discharge design of the Dry Pond SWMHYMO MODELING RESULTS 100-Year Storage Vol Required (m 3 ): Year Ponding Elevation (m): Year Ponding depth in Pond (m): 0.38 Catchment 201 (Draining to Dry Pond)

25 Halton Region Public Works Yard Town of Oakville, Ontario STORMWATER MANAGEMENT Project Number: Date: File: May 14, 2018 Q:\43597\100\SWM\ Stage-Discharge Relationship xls Orifice Calculations Cd Description Weir Calculations Q o =C d A o (2gH o )^ Orifice Plate Q w =C w (H w )^1.5((L-0.2H w )+(0.8TAN(THETA)H w )) Orifice 1 Orifice 2 Orifice Eccentric Reducer C d Cw 1.60 Invert (m) Invert (m) Width (m) Length (m) 0.3 Diameter/Height (m) Side Slope (H:V) 1 Type (H/V) V V V Side Slope (rad) STAGE-DISCHARGE RELATIONSHIP Stage Active Volume A Area Orifice 1 H o Flow Area Orifice 2 H o Flow Orifice 3 Area H o Flow Weir Flow Total Flow m m 3 m 2 m m 3 /s m 2 m m 3 /s m 2 m m 3 /s m 3 /s m 3 /s Notes A See Stage-Storage Calculations for Dry Pond Storage Volume Calculations

26 Halton Region Public Works Yard Town of Oakville, Ontario STORMWATER MANAGEMENT Design Storm Information Design storm information used in the hydrologic modeling was based on Chicago Storm distribution. Meteorological data for Oakville is not available. As per the Town of Oakville Development Engineering Manual, Intensity-Duration-Frequency (IDF) equations are generated from the Toronto Bloor Street station (A) in the form: A i = ( t + B ) C Where: i = Rainfall intensity (mm/hr) t = Time of duration (min) A, B and C = Constant (see below) The value of the parameters for the various storm events is provided below: Constant 2-Yr. (B) 5-Yr. 10-Yr. 25-Yr. 50-Yr. 100-Yr. A B C (A) IDF parameters generated by curve fitting AES rainfall data from the Toronto Bloor Street station. (B) IDF equations used to generate rainfall files with Duration (TD) = 4 hours and Time-to-Peak Ratio (TPR) = 0.40

27 Halton Region Public Works Yard Town of Oakville, Ontario STORMWATER MANAGEMENT EXISTING CONDITIONS MODEL SCHEMATIC Ex Drainage to water feature at rear of site Ex Drainage to Existing Catch basin (outlets to water feature at rear of site) Ex Drainage to Ex Ditch on North Service Road 101 SH 102 SH 103 SH Overflow >5-year storm event + + Total Flow to Ex Drainage to water feature at rear of site Total Flow to to Ex Ditch on North Service Road LEGEND 201 Catchment Area Storage + Route Reservoir through Storage Add Hydrographs - "NH" denotes NASHYD hydrograph command - "SH" denotes STANDHYD hydrograph command

28 Halton Region Public Works Yard Town of Oakville, Ontario STORMWATER MANAGEMENT PROPOSED CONDITIONS MODEL SCHEMATIC Proposed Parking Lot (Controlled) to SWM Facility Ex Drainage to water feature at rear of site (Uncontrolled) Perimeter Landscape (Uncontrolled) to Ex Ditch on North Service SH NH NH SWM POND Overflow + Total Flow to to Ex Ditch on North Service Road Total Flow to Ex Drainage to water feature at rear of site LEGEND 201 Catchment Area Storage + Route Reservoir through Storage Add Hydrographs - "NH" denotes NASHYD hydrograph command - "SH" denotes STANDHYD hydrograph command

29 (Q:\...HALTON~1.DAT) Halton Region - Input 2 Metric units # # Project Name: Halton Region Public Works Yard Project Number: # Date : MAY 2018 # Modeller : MXM # Company : MTE Consultants Inc. # License # : # START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[002] OAK_002.STM READ STORM STORM_FILENAME "STORM.001" # ############################################################################## # # EXISTING CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Ex Drainage to water feature at rear of site CALIB STANDHYD ID=[1], NHYD=["101"], DT=[1](min), AREA=[0.60](ha), XIMP=[0.23], TIMP=[0.23], DWF=[0](cms), LOSS=[2], SCS curve number CN=[84], Pervious surfaces: IAper=[5.00](mm), SLPP=[10.0](%), LGP=[30.0](m), MNP=[0.250], SCP=[0](min Impervious surfaces: IAimp=[1.0](mm), SLPI=[2.0](%), LGI=[65.0](m), MNI=[0.013], SCI=[0](min RAINFALL=[,,,, ](mm/hr), END=-1 % # CATCHMENT Ex Drainage to Existing Catch basin CALIB STANDHYD ID=[2], NHYD=["102"], DT=[1](min), AREA=[0.26](ha), XIMP=[0.70], TIMP=[0.70], DWF=[0](cms), LOSS=[2], SCS curve number CN=[84], Pervious surfaces: IAper=[5.00](mm), SLPP=[2.0](%), LGP=[10.0](m), MNP=[0.250], SCP=[0](min Impervious surfaces: IAimp=[1.0](mm), SLPI=[1.0](%), LGI=[40.0](m), MNI=[0.013], SCI=[0](min RAINFALL=[,,,, ](mm/hr), END=-1 % #MINOR STORMS (5-YR STM) Drains to Water Feature via storm sewer #MAJOR STORMS Drains Overland to Ex Ditch on North Service Road COMPUTE DUALHYD IDin=[2], CINLET=[0.065](cms), NINLET=[1.0], MAJID=[3], MajNHYD=["MAJ"], MINID=[4], MinNHYD=["MIN"], TMJSTO=[0](cu-m) % # Total Peak Flow to Water Feature at rear of site ADD HYD IDsum=[5], NHYD=["T-Water Feat"], IDs to add=[1,4] % # CATCHMENT Ex Drainage to Ex Ditch on North Service Road CALIB STANDHYD ID=[6], NHYD=["103"], DT=[1](min), AREA=[0.60](ha), XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], SCS curve number CN=[84], Pervious surfaces: IAper=[5.00](mm), SLPP=[5.0](%), LGP=[40.0](m), MNP=[0.250], SCP=[0](min Impervious surfaces: IAimp=[1.0](mm), SLPI=[2.0](%), LGI=[65.0](m), MNI=[0.013], SCI=[0](min RAINFALL=[,,,, ](mm/hr), END=-1 % # Total Peak Flow to Ex Ditch on North Service Road ADD HYD IDsum=[7], NHYD=["T-Ditch N.Service"], IDs to add=[3,6] MTE Consultants Inc. Page 0

30 (Q:\...HALTON~1.DAT) Halton Region - Input ############################################################################## # # PROPOSED CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Proposed Parking Lot (Controlled) to SWM Facility CALIB STANDHYD ID=[1], NHYD=["201"], DT=[1](min), AREA=[0.82](ha), XIMP=[0.80], TIMP=[0.80], DWF=[0](cms), LOSS=[2], SCS curve number CN=[84], Pervious surfaces: IAper=[5.00](mm), SLPP=[0.5](%), LGP=[90.0](m), MNP=[0.250], SCP=[0](min Impervious surfaces: IAimp=[1.0](mm), SLPI=[1.0](%), LGI=[75.0](m), MNI=[0.013], SCI=[0](min RAINFALL=[,,,, ](mm/hr), END=-1 % # ROUTE PARKING AREA THROUGH SWM POND & WEIR ROUTE RESERVOIR IDout=[2], NHYD=["201-SWM"], IDin=[1], RDT=[1](min), TABLE of ( OUTFLOW-STORAGE ) values (cms) - (ha-m) (max twenty pts) IDovf=[3], NHYDovf=["201-OVF"] % # CATCHMENT Ex Drainage to water feature at rear of site (Uncontrolled) CALIB NASHYD ID=[4], NHYD=["202"], DT=[1]min, AREA=[0.42](ha), DWF=[0](cms), CN/C=[84], IA=[5.00](mm), N=[3], TP=[0.29]hrs, RAINFALL=[,,,, ](mm/hr), END=-1 % # Total Peak Flow to Water Feature at rear of site ADD HYD IDsum=[5], NHYD=["T-Water Feat"], IDs to add=[2,3,4] % # CATCHMENT Perimeter Landscape (Uncontrolled) to Ex Ditch on N.S. Rd CALIB NASHYD ID=[6], NHYD=["203"], DT=[1]min, AREA=[0.22](ha), DWF=[0](cms), CN/C=[84], IA=[5.00](mm), N=[3], TP=[0.22]hrs, RAINFALL=[,,,, ](mm/hr), END=-1 RUN REMAINING DESIGN STORMS (OAKVILLE 5-YR 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 1

31 (Q:\...HALTON~1.DAT) Halton Region - Input MTE Consultants Inc. Page 2

32 (Q:\...HALTON~1.out) Halton Region - Output ================================================================================ 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 Burlington 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: 18:54:10 RUN COUNTER: Input filename: Q:\43597\100\SWM\SWMHYMO\HALTON~1.DAT Output filename: Q:\43597\100\SWM\SWMHYMO\HALTON~1.out Summary filename: Q:\43597\100\SWM\SWMHYMO\HALTON~1.sum User comments: 1: 2: 3: 001: # # Project Name: Halton Region Public Works Yard Project Number: # Date : MAY 2018 # Modeller : MXM # Company : MTE Consultants Inc. # License # : # END OF RUN : MTE Consultants Inc. Page 0

33 (Q:\...HALTON~1.out) Halton Region - Output START Project dir.: Q:\43597\100\SWM\SWMHYMO\ Rainfall dir.: Q:\43597\100\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 002 NSTORM= 1 # 1=OAK_002.STM 002: # # Project Name: Halton Region Public Works Yard Project Number: # Date : MAY 2018 # Modeller : MXM # Company : MTE Consultants Inc. # License # : # 002: READ STORM Filename: OAK-2YR-CHICAGO STORM Ptotal= mm Comments: OAK-2YR-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 # ==================================================== # ############################################################################## # CATCHMENT Ex Drainage to water feature at rear of site CALIB STANDHYD Area (ha)=.60 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.73 (ii) 7.86 (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 = MTE Consultants Inc. Page 1

34 (Q:\...HALTON~1.out) Halton Region - Output (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 002: # CATCHMENT Ex Drainage to Existing Catch basin CALIB STANDHYD Area (ha)=.26 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.59 (ii) 6.63 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 002: #MINOR STORMS (5-YR STM) Drains to Water Feature via storm sewer #MAJOR STORMS Drains Overland to Ex Ditch on North Service Road COMPUTE DUALHYD Average inlet capacities [CINLET] =.065 (cms) TotalHyd 02:102 Number of inlets in system [NINLET] = 1 Total minor system capacity =.065 (cms) Total major system storage [TMJSTO] = 0.(cu.m.) ID: NHYD AREA QPEAK TPEAK R.V. DWF (ha) (cms) (hrs) (mm) (cms) TOTAL HYD. 02: ======================================================================= MAJOR SYST 03:MAJ MINOR SYST 04:MIN NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 002: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 01: MTE Consultants Inc. Page 2

35 (Q:\...HALTON~1.out) Halton Region - Output +ID2 04:MIN =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 002: # CATCHMENT Ex Drainage to Ex Ditch on North Service Road CALIB STANDHYD Area (ha)=.60 06:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.73 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 002: # Total Peak Flow to Ex Ditch on North Service Road -- ADD HYD (T-Ditch N.) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 03:MAJ ID2 06: =========================================================== SUM 07:T-Ditch N NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 002: ############################################################################## # # PROPOSED CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Proposed Parking Lot (Controlled) to SWM Facility CALIB STANDHYD Area (ha)=.82 01:201 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) MTE Consultants Inc. Page 3

36 (Q:\...HALTON~1.out) Halton Region - Output Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 2.33 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 002: # ROUTE PARKING AREA THROUGH SWM POND & WEIR ROUTE RESERVOIR Requested routing time step = 1.0 min. IN>01:(201 ) OUT<02:(201-SW) ========= OUTLFOW STORAGE TABLE ========= OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) e e e e+00 ROUTING RESULTS AREA QPEAK TPEAK R.V (ha) (cms) (hrs) (mm) INFLOW >01: (201 ) OUTFLOW<02: (201-SW) OVERFLOW<03: (201-OV) TOTAL NUMBER OF SIMULATED OVERFLOWS = 0 CUMULATIVE TIME OF OVERFLOWS (hours)=.00 PERCENTAGE OF TIME OVERFLOWING (%)=.00 PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 3.00 MAXIMUM STORAGE USED (ha.m.)=.6522e : # CATCHMENT Ex Drainage to water feature at rear of site (Uncontrolled) CALIB NASHYD Area (ha)=.42 Curve Number (CN)= :202 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.290 Unit Hyd Qpeak (cms)=.055 PEAK FLOW (cms)=.013 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= MTE Consultants Inc. Page 4

37 (Q:\...HALTON~1.out) Halton Region - Output RUNOFF COEFFICIENT =.320 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 002: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 02:201-SWM ID2 03:201-OVF ID3 04: =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 002: # CATCHMENT Perimeter Landscape (Uncontrolled) to Ex Ditch on N.S. Rd CALIB NASHYD Area (ha)=.22 Curve Number (CN)= :203 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.220 Unit Hyd Qpeak (cms)=.038 PEAK FLOW (cms)=.008 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.320 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 002: RUN REMAINING DESIGN STORMS (OAKVILLE 5-YR TO 100-YR) END OF RUN : START Project dir.: Q:\43597\100\SWM\SWMHYMO\ Rainfall dir.: Q:\43597\100\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 005 NSTORM= 1 # 1=OAK_005.STM 005: # # Project Name: Halton Region Public Works Yard Project Number: # Date : MAY 2018 # Modeller : MXM # Company : MTE Consultants Inc. # License # : # MTE Consultants Inc. Page 5

38 (Q:\...HALTON~1.out) Halton Region - Output 005: READ STORM Filename: OAK-5YR-CHICAGO STORM Ptotal= mm Comments: OAK-5YR-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 # ==================================================== # ############################################################################## # CATCHMENT Ex Drainage to water feature at rear of site CALIB STANDHYD Area (ha)=.60 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.52 (ii) 6.19 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 005: # CATCHMENT Ex Drainage to Existing Catch basin CALIB STANDHYD Area (ha)=.26 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) MTE Consultants Inc. Page 6

39 (Q:\...HALTON~1.out) Halton Region - Output Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.40 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 005: #MINOR STORMS (5-YR STM) Drains to Water Feature via storm sewer #MAJOR STORMS Drains Overland to Ex Ditch on North Service Road COMPUTE DUALHYD Average inlet capacities [CINLET] =.065 (cms) TotalHyd 02:102 Number of inlets in system [NINLET] = 1 Total minor system capacity =.065 (cms) Total major system storage [TMJSTO] = 0.(cu.m.) ID: NHYD AREA QPEAK TPEAK R.V. DWF (ha) (cms) (hrs) (mm) (cms) TOTAL HYD. 02: ======================================================================= MAJOR SYST 03:MAJ MINOR SYST 04:MIN NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 005: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 01: ID2 04:MIN =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 005: # CATCHMENT Ex Drainage to Ex Ditch on North Service Road CALIB STANDHYD Area (ha)=.60 06:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= MTE Consultants Inc. Page 7

40 (Q:\...HALTON~1.out) Halton Region - Output Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.52 (ii) 8.69 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 005: # Total Peak Flow to Ex Ditch on North Service Road -- ADD HYD (T-Ditch N.) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 03:MAJ ID2 06: =========================================================== SUM 07:T-Ditch N NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 005: ############################################################################## # # PROPOSED CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Proposed Parking Lot (Controlled) to SWM Facility CALIB STANDHYD Area (ha)=.82 01:201 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 2.04 (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)= MTE Consultants Inc. Page 8

41 (Q:\...HALTON~1.out) Halton Region - Output RUNOFF COEFFICIENT = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 005: # ROUTE PARKING AREA THROUGH SWM POND & WEIR ROUTE RESERVOIR Requested routing time step = 1.0 min. IN>01:(201 ) OUT<02:(201-SW) ========= OUTLFOW STORAGE TABLE ========= OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) e e e e+00 ROUTING RESULTS AREA QPEAK TPEAK R.V (ha) (cms) (hrs) (mm) INFLOW >01: (201 ) OUTFLOW<02: (201-SW) OVERFLOW<03: (201-OV) TOTAL NUMBER OF SIMULATED OVERFLOWS = 0 CUMULATIVE TIME OF OVERFLOWS (hours)=.00 PERCENTAGE OF TIME OVERFLOWING (%)=.00 PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 3.00 MAXIMUM STORAGE USED (ha.m.)=.9168e : # CATCHMENT Ex Drainage to water feature at rear of site (Uncontrolled) CALIB NASHYD Area (ha)=.42 Curve Number (CN)= :202 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.290 Unit Hyd Qpeak (cms)=.055 PEAK FLOW (cms)=.023 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.403 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 005: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 02:201-SWM ID2 03:201-OVF ID3 04: =========================================================== SUM 05:T-Water Fe MTE Consultants Inc. Page 9

42 (Q:\...HALTON~1.out) Halton Region - Output NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 005: # CATCHMENT Perimeter Landscape (Uncontrolled) to Ex Ditch on N.S. Rd CALIB NASHYD Area (ha)=.22 Curve Number (CN)= :203 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.220 Unit Hyd Qpeak (cms)=.038 PEAK FLOW (cms)=.014 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.403 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 005: RUN REMAINING DESIGN STORMS (OAKVILLE 5-YR TO 100-YR) 005: END OF RUN : START Project dir.: Q:\43597\100\SWM\SWMHYMO\ Rainfall dir.: Q:\43597\100\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 010 NSTORM= 1 # 1=OAK_010.STM 010: # # Project Name: Halton Region Public Works Yard Project Number: # Date : MAY 2018 # Modeller : MXM # Company : MTE Consultants Inc. # License # : # 010: READ STORM Filename: OAK-10YR-CHICAGO STORM Ptotal= mm Comments: OAK-10YR-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 10

43 (Q:\...HALTON~1.out) Halton Region - Output : # ############################################################################## # # EXISTING CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Ex Drainage to water feature at rear of site CALIB STANDHYD Area (ha)=.60 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.41 (ii) 5.55 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 010: # CATCHMENT Ex Drainage to Existing Catch basin CALIB STANDHYD Area (ha)=.26 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.30 (ii) 4.73 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) MTE Consultants Inc. Page 11

44 (Q:\...HALTON~1.out) Halton Region - Output TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 010: #MINOR STORMS (5-YR STM) Drains to Water Feature via storm sewer #MAJOR STORMS Drains Overland to Ex Ditch on North Service Road COMPUTE DUALHYD Average inlet capacities [CINLET] =.065 (cms) TotalHyd 02:102 Number of inlets in system [NINLET] = 1 Total minor system capacity =.065 (cms) Total major system storage [TMJSTO] = 0.(cu.m.) ID: NHYD AREA QPEAK TPEAK R.V. DWF (ha) (cms) (hrs) (mm) (cms) TOTAL HYD. 02: ======================================================================= MAJOR SYST 03:MAJ MINOR SYST 04:MIN NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 010: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 01: ID2 04:MIN =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 010: # CATCHMENT Ex Drainage to Ex Ditch on North Service Road CALIB STANDHYD Area (ha)=.60 06:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.41 (ii) 7.62 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= TOTALS PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= MTE Consultants Inc. Page 12

45 (Q:\...HALTON~1.out) Halton Region - Output RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 010: # Total Peak Flow to Ex Ditch on North Service Road -- ADD HYD (T-Ditch N.) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 03:MAJ ID2 06: =========================================================== SUM 07:T-Ditch N NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 010: ############################################################################## # # PROPOSED CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Proposed Parking Lot (Controlled) to SWM Facility CALIB STANDHYD Area (ha)=.82 01:201 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.90 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 010: # ROUTE PARKING AREA THROUGH SWM POND & WEIR MTE Consultants Inc. Page 13

46 (Q:\...HALTON~1.out) Halton Region - Output ROUTE RESERVOIR Requested routing time step = 1.0 min. IN>01:(201 ) OUT<02:(201-SW) ========= OUTLFOW STORAGE TABLE ========= OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) e e e e+00 ROUTING RESULTS AREA QPEAK TPEAK R.V (ha) (cms) (hrs) (mm) INFLOW >01: (201 ) OUTFLOW<02: (201-SW) OVERFLOW<03: (201-OV) TOTAL NUMBER OF SIMULATED OVERFLOWS = 0 CUMULATIVE TIME OF OVERFLOWS (hours)=.00 PERCENTAGE OF TIME OVERFLOWING (%)=.00 PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 2.00 MAXIMUM STORAGE USED (ha.m.)=.1099e : # CATCHMENT Ex Drainage to water feature at rear of site (Uncontrolled) CALIB NASHYD Area (ha)=.42 Curve Number (CN)= :202 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.290 Unit Hyd Qpeak (cms)=.055 PEAK FLOW (cms)=.031 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.457 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 010: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 02:201-SWM ID2 03:201-OVF ID3 04: =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 010: # CATCHMENT Perimeter Landscape (Uncontrolled) to Ex Ditch on N.S. Rd CALIB NASHYD Area (ha)=.22 Curve Number (CN)= :203 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.220 Unit Hyd Qpeak (cms)=.038 MTE Consultants Inc. Page 14

47 (Q:\...HALTON~1.out) Halton Region - Output PEAK FLOW (cms)=.020 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.457 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 010: RUN REMAINING DESIGN STORMS (OAKVILLE 5-YR TO 100-YR) 010: : END OF RUN : START Project dir.: Q:\43597\100\SWM\SWMHYMO\ Rainfall dir.: Q:\43597\100\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 025 NSTORM= 1 # 1=OAK_025.STM 025: # # Project Name: Halton Region Public Works Yard Project Number: # Date : MAY 2018 # Modeller : MXM # Company : MTE Consultants Inc. # License # : # 025: READ STORM Filename: OAK-25YR-CHICAGO STORM Ptotal= mm Comments: OAK-25YR-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 15

48 (Q:\...HALTON~1.out) Halton Region - Output # EXISTING CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Ex Drainage to water feature at rear of site CALIB STANDHYD Area (ha)=.60 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.32 (ii) 5.01 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 025: # CATCHMENT Ex Drainage to Existing Catch basin CALIB STANDHYD Area (ha)=.26 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.22 (ii) 4.28 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. MTE Consultants Inc. Page 16

49 (Q:\...HALTON~1.out) Halton Region - Output 025: #MINOR STORMS (5-YR STM) Drains to Water Feature via storm sewer #MAJOR STORMS Drains Overland to Ex Ditch on North Service Road COMPUTE DUALHYD Average inlet capacities [CINLET] =.065 (cms) TotalHyd 02:102 Number of inlets in system [NINLET] = 1 Total minor system capacity =.065 (cms) Total major system storage [TMJSTO] = 0.(cu.m.) ID: NHYD AREA QPEAK TPEAK R.V. DWF (ha) (cms) (hrs) (mm) (cms) TOTAL HYD. 02: ======================================================================= MAJOR SYST 03:MAJ MINOR SYST 04:MIN NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 025: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 01: ID2 04:MIN =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 025: # CATCHMENT Ex Drainage to Ex Ditch on North Service Road CALIB STANDHYD Area (ha)=.60 06:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.32 (ii) 6.83 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. MTE Consultants Inc. Page 17

50 (Q:\...HALTON~1.out) Halton Region - Output 025: # Total Peak Flow to Ex Ditch on North Service Road -- ADD HYD (T-Ditch N.) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 03:MAJ ID2 06: =========================================================== SUM 07:T-Ditch N NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 025: ############################################################################## # # PROPOSED CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Proposed Parking Lot (Controlled) to SWM Facility CALIB STANDHYD Area (ha)=.82 01:201 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.77 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 025: # ROUTE PARKING AREA THROUGH SWM POND & WEIR ROUTE RESERVOIR Requested routing time step = 1.0 min. IN>01:(201 ) OUT<02:(201-SW) ========= OUTLFOW STORAGE TABLE ========= OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) e e e e+00 ROUTING RESULTS AREA QPEAK TPEAK R.V (ha) (cms) (hrs) (mm) MTE Consultants Inc. Page 18

51 (Q:\...HALTON~1.out) Halton Region - Output INFLOW >01: (201 ) OUTFLOW<02: (201-SW) OVERFLOW<03: (201-OV) TOTAL NUMBER OF SIMULATED OVERFLOWS = 0 CUMULATIVE TIME OF OVERFLOWS (hours)=.00 PERCENTAGE OF TIME OVERFLOWING (%)=.00 PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 2.00 MAXIMUM STORAGE USED (ha.m.)=.1288e : # CATCHMENT Ex Drainage to water feature at rear of site (Uncontrolled) CALIB NASHYD Area (ha)=.42 Curve Number (CN)= :202 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.290 Unit Hyd Qpeak (cms)=.055 PEAK FLOW (cms)=.040 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.498 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 025: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 02:201-SWM ID2 03:201-OVF ID3 04: =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 025: # CATCHMENT Perimeter Landscape (Uncontrolled) to Ex Ditch on N.S. Rd CALIB NASHYD Area (ha)=.22 Curve Number (CN)= :203 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.220 Unit Hyd Qpeak (cms)=.038 PEAK FLOW (cms)=.025 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.498 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 025: MTE Consultants Inc. Page 19

52 (Q:\...HALTON~1.out) Halton Region - Output RUN REMAINING DESIGN STORMS (OAKVILLE 5-YR TO 100-YR) 025: : : END OF RUN : START Project dir.: Q:\43597\100\SWM\SWMHYMO\ Rainfall dir.: Q:\43597\100\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 050 NSTORM= 1 # 1=OAK_050.STM 050: # # Project Name: Halton Region Public Works Yard Project Number: # Date : MAY 2018 # Modeller : MXM # Company : MTE Consultants Inc. # License # : # 050: READ STORM Filename: OAK-50YR-CHICAGO STORM Ptotal= mm Comments: OAK-50YR-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 # ==================================================== # ############################################################################## # CATCHMENT Ex Drainage to water feature at rear of site MTE Consultants Inc. Page 20

53 (Q:\...HALTON~1.out) Halton Region - Output CALIB STANDHYD Area (ha)=.60 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.26 (ii) 4.70 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 050: # CATCHMENT Ex Drainage to Existing Catch basin CALIB STANDHYD Area (ha)=.26 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.16 (ii) 4.02 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 050: #MINOR STORMS (5-YR STM) Drains to Water Feature via storm sewer #MAJOR STORMS Drains Overland to Ex Ditch on North Service Road MTE Consultants Inc. Page 21

54 (Q:\...HALTON~1.out) Halton Region - Output COMPUTE DUALHYD Average inlet capacities [CINLET] =.065 (cms) TotalHyd 02:102 Number of inlets in system [NINLET] = 1 Total minor system capacity =.065 (cms) Total major system storage [TMJSTO] = 0.(cu.m.) ID: NHYD AREA QPEAK TPEAK R.V. DWF (ha) (cms) (hrs) (mm) (cms) TOTAL HYD. 02: ======================================================================= MAJOR SYST 03:MAJ MINOR SYST 04:MIN NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 050: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 01: ID2 04:MIN =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 050: # CATCHMENT Ex Drainage to Ex Ditch on North Service Road CALIB STANDHYD Area (ha)=.60 06:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.26 (ii) 6.34 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 050: # Total Peak Flow to Ex Ditch on North Service Road -- ADD HYD (T-Ditch N.) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 03:MAJ MTE Consultants Inc. Page 22

55 (Q:\...HALTON~1.out) Halton Region - Output +ID2 06: =========================================================== SUM 07:T-Ditch N NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 050: ############################################################################## # # PROPOSED CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Proposed Parking Lot (Controlled) to SWM Facility CALIB STANDHYD Area (ha)=.82 01:201 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.69 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 050: # ROUTE PARKING AREA THROUGH SWM POND & WEIR ROUTE RESERVOIR Requested routing time step = 1.0 min. IN>01:(201 ) OUT<02:(201-SW) ========= OUTLFOW STORAGE TABLE ========= OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) e e e e+00 ROUTING RESULTS AREA QPEAK TPEAK R.V (ha) (cms) (hrs) (mm) INFLOW >01: (201 ) OUTFLOW<02: (201-SW) OVERFLOW<03: (201-OV) TOTAL NUMBER OF SIMULATED OVERFLOWS = 0 CUMULATIVE TIME OF OVERFLOWS (hours)=.00 PERCENTAGE OF TIME OVERFLOWING (%)=.00 MTE Consultants Inc. Page 23

56 (Q:\...HALTON~1.out) Halton Region - Output PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 2.00 MAXIMUM STORAGE USED (ha.m.)=.1438e : # CATCHMENT Ex Drainage to water feature at rear of site (Uncontrolled) CALIB NASHYD Area (ha)=.42 Curve Number (CN)= :202 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.290 Unit Hyd Qpeak (cms)=.055 PEAK FLOW (cms)=.048 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.526 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 050: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 02:201-SWM ID2 03:201-OVF ID3 04: =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 050: # CATCHMENT Perimeter Landscape (Uncontrolled) to Ex Ditch on N.S. Rd CALIB NASHYD Area (ha)=.22 Curve Number (CN)= :203 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.220 Unit Hyd Qpeak (cms)=.038 PEAK FLOW (cms)=.030 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.526 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 050: RUN REMAINING DESIGN STORMS (OAKVILLE 5-YR TO 100-YR) 050: MTE Consultants Inc. Page 24

57 (Q:\...HALTON~1.out) Halton Region - Output 050: : : END OF RUN : START Project dir.: Q:\43597\100\SWM\SWMHYMO\ Rainfall dir.: Q:\43597\100\SWM\SWMHYMO\ TZERO =.00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 100 NSTORM= 1 # 1=OAK_100.STM 100: # # Project Name: Halton Region Public Works Yard Project Number: # Date : MAY 2018 # Modeller : MXM # Company : MTE Consultants Inc. # License # : # 100: READ STORM Filename: OAK-100YR-CHICAGO STORM Ptotal= mm Comments: OAK-100YR-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 # ==================================================== # ############################################################################## # CATCHMENT Ex Drainage to water feature at rear of site CALIB STANDHYD Area (ha)=.60 01:101 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) MTE Consultants Inc. Page 25

58 (Q:\...HALTON~1.out) Halton Region - Output Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.21 (ii) 4.43 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 100: # CATCHMENT Ex Drainage to Existing Catch basin CALIB STANDHYD Area (ha)=.26 02:102 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.12 (ii) 3.82 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 100: #MINOR STORMS (5-YR STM) Drains to Water Feature via storm sewer #MAJOR STORMS Drains Overland to Ex Ditch on North Service Road COMPUTE DUALHYD Average inlet capacities [CINLET] =.065 (cms) TotalHyd 02:102 Number of inlets in system [NINLET] = 1 Total minor system capacity =.065 (cms) Total major system storage [TMJSTO] = 0.(cu.m.) MTE Consultants Inc. Page 26

59 (Q:\...HALTON~1.out) Halton Region - Output ID: NHYD AREA QPEAK TPEAK R.V. DWF (ha) (cms) (hrs) (mm) (cms) TOTAL HYD. 02: ======================================================================= MAJOR SYST 03:MAJ MINOR SYST 04:MIN NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 100: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 01: ID2 04:MIN =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 100: # CATCHMENT Ex Drainage to Ex Ditch on North Service Road CALIB STANDHYD Area (ha)=.60 06:103 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.21 (ii) 6.01 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 100: # Total Peak Flow to Ex Ditch on North Service Road -- ADD HYD (T-Ditch N.) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 03:MAJ ID2 06: =========================================================== SUM 07:T-Ditch N MTE Consultants Inc. Page 27

60 (Q:\...HALTON~1.out) Halton Region - Output NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 100: ############################################################################## # # PROPOSED CONDITIONS HYDROLOGIC MODELING # ==================================================== # ############################################################################## # CATCHMENT Proposed Parking Lot (Controlled) to SWM Facility CALIB STANDHYD Area (ha)=.82 01:201 DT= 1.00 Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.63 (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 = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 100: # ROUTE PARKING AREA THROUGH SWM POND & WEIR ROUTE RESERVOIR Requested routing time step = 1.0 min. IN>01:(201 ) OUT<02:(201-SW) ========= OUTLFOW STORAGE TABLE ========= OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) e e e e+00 ROUTING RESULTS AREA QPEAK TPEAK R.V (ha) (cms) (hrs) (mm) INFLOW >01: (201 ) OUTFLOW<02: (201-SW) OVERFLOW<03: (201-OV) TOTAL NUMBER OF SIMULATED OVERFLOWS = 0 CUMULATIVE TIME OF OVERFLOWS (hours)=.00 PERCENTAGE OF TIME OVERFLOWING (%)=.00 PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 2.00 MTE Consultants Inc. Page 28

61 (Q:\...HALTON~1.out) Halton Region - Output MAXIMUM STORAGE USED (ha.m.)=.1581e : # CATCHMENT Ex Drainage to water feature at rear of site (Uncontrolled) CALIB NASHYD Area (ha)=.42 Curve Number (CN)= :202 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.290 Unit Hyd Qpeak (cms)=.055 PEAK FLOW (cms)=.056 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.553 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 100: # Total Peak Flow to Water Feature at rear of site -- ADD HYD (T-Water Fe) ID: NHYD AREA QPEAK TPEAK R.V. DWF -- (ha) (cms) (hrs) (mm) (cms) ID1 02:201-SWM ID2 03:201-OVF ID3 04: =========================================================== SUM 05:T-Water Fe NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 100: # CATCHMENT Perimeter Landscape (Uncontrolled) to Ex Ditch on N.S. Rd CALIB NASHYD Area (ha)=.22 Curve Number (CN)= :203 DT= 1.00 Ia (mm)= # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.220 Unit Hyd Qpeak (cms)=.038 PEAK FLOW (cms)=.035 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.553 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 100: RUN REMAINING DESIGN STORMS (OAKVILLE 5-YR TO 100-YR) 100: : : MTE Consultants Inc. Page 29

62 (Q:\...HALTON~1.out) Halton Region - Output 100: : FINISH WARNINGS / ERRORS / NOTES --- Simulation ended on at 18:54:19 ================================================================================ MTE Consultants Inc. Page 30

63 Halton Region Public Works Yard Town of Oakville Peak Flow Calculation Sheet Water Feature on Halton Region Lands 100 YEAR STORM Design Parameters Q=kAIR, k= Manning's "n" Project Num Intensity (I) = a/(tc+b) c Min. Velocity m/s Date: May 15 /2018 Drainage Area Plan No: See figures 4 and 5 a = 2150 Max. Velocity m/s Design By: MXM b = tc 10 mins Checked By: c = File: Q:\43597\100\SWM\ Rational Method Peak Flows to Water Feature xls LOCATION STORMWATER FLOW Comments Location ID AREA (A) RUNOFF COEFF. (C) A x C CUMUL. A x C CONCENTRATION TIME RAIN INTENSI TY (I) FLOW TOTAL ha ha ha min mm/hr L/s (Q) External External Drainage Site year storm peak flow from Catchment 102 (from SYMHYMO) Total Arithmetically added both peak flows External External Drainage Site year storm peak flow (controlled) from Catchment 201 (from SYMH Total Arithmetically added both peak flows