Caledon Villas Corporation

Transcription

1 Caledon Villas Corporation Functional Servicing Report Caledon Villas Residential Subdivision Town of Caledon Project No. L April 2014

2 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report Table of Contents 1.0 Introduction Reports Site Grading Existing Topography Proposed Grades Erosion Sediment Control Water Supply Existing Watermains Internal Water Distribution Sanitary Drainage System Existing Sanitary Drainage System Proposed Sanitary Connection Proposed Sanitary Flows Storm Drainage System Existing Storm Drainage System Existing Storm Flows Proposed Storm Drainage System Foundation Drain Collectors Flood Plain Review Stormwater Management Design Criteria Existing Hydrological Conditions Proposed Drainage System External Drainage Site Drainage Peak Flow / Quantity Controls Water Quality Control Water Balance Conclusions...9 L Page i

3 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report LIST OF FIGURES LOC-01 Location Plan GR-01 Proposed Grading Plan WM-01 Proposed Watermain Plan SAN-01 Proposed Sanitary Plan STM-01 Pre-Development Storm Drainage Plan STM-02 Post-Development Plan STM-03 Proposed Foundation Drainage Plan LIST OF TABLES Table 1: Humber River Watershed Unit Rate Flows...6 Table 2 Post-development Input Parameters (NASHHYD Commands)...7 Table 3 Post-development Input Parameters (STANHYD Commands)...7 Table 4 Post-Development Quantity Control Analysis (6-hour AES)...8 Table 5 Post-Development Quantity Control Analysis (12-hour AES)...8 Table 6 Water Quality Requirements...8 Table 7 Forebay Sizing Requirements...9 APPENDICES Appendix A Figures Appendix B NASHYD Input Parameters Appendix C STANDHYD Input Parameters Appendix D V02 Model Post-Development Conditions Appendix E SWM Pond Detailed Flow Summary Appendix F Stage-Storage-Discharge Calculations Appendix G Water Quality Control Calculations Appendix H Forebay Sizing Calculations L Page ii

4 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report 1.0 Introduction Cole Engineering Group Ltd. (Cole Engineering) was retained by Caledon Villas Corporation (the Owner ) to prepare a Functional Servicing Report (FSR), for a proposed residential subdivision development in the Town of Caledon. The site is located north of Old Church Road and east of Innis Lake Road, as illustrated on Figure LOC-1 in Appendix A Background The site has an area of ha. The proposed development consists of 331 units, a 1.61 ha storm water management pond, a 3.34 ha Woodlot, and a 0.80 ha park. This report describes the proposed manner in which the Caledon Villas Residential Development will be serviced with watermain, sanitary and storm sewers. The existing topography and grading will also be addressed. 2.0 Reports This report is to be submitted and read in conjunction with: - A Soil Investigation for Proposed Residential Subdivision Northeast Corner of Old Church Road and Innis Lake Road, prepared by Soil Engineers Ltd on March Proposed Caledon East Subdivision Hydrogeologic Assessment, prepared by Geo Kamp Limited on June 27, Site Grading 3.1. Existing Topography The existing topography is shown on Figure STM-01 in Appendix A. The site generally slopes from north to south with the highest point located between proposed Lot 21 and 22 at the north property line. The most westerly part of the site slopes towards the existing school to the south with a gradient of 7.5% towards the existing swale along Innis Lake Road and is captured by an existing ditch inlet on the east side of Innis Lake Road adjacent to the existing school. The central and east part of the site slopes south towards Old Church Road at an average grade of 3.0% and drains towards the existing ditch along Old Church Road into two separate culverts. There are five existing buildings currently on the site and the lands are used for agricultural purposes. L Page 1

5 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report 3.2. Proposed Grades The internal roads will be designed to meet the Town of Caledon standards for minimum and maximum grades. The proposed road grades will range from approximately 0.75% to 5.00% with grades on majority of the streets between 0.75% and 3.00% and a slope of 3.00% or less at intersections. All roads will be designed to convey overland flow in accordance with the recommendations of the stormwater management plan in the report towards the stormwater management pond located at the south end of the site. The proposed lot grades along the west side of the site will match into the existing adjacent lots and the existing grades along Innis Lake Road. Street B along the north side of the existing school lands will require a 4:1 grading transition slope which will encroach into the school property to transition between the road grades and the existing grades along the school boundary. An agreement is being worked out between the developer and the school board to allow for this grading encroachment. The lots abutting the existing school lands will also match to existing and will be a combination of deck and walkout lots. The storm water management block at the southwest corner of the site will match with the existing school grades and the ditch line along Old Church Road with a 3:1 slope. Lots along Old Church Road will match into existing grades with a 3:1 slope. Proposed lots along the east side of the site will match into existing with a variety of lots types ranging from walkout lots to front draining lots. The proposed lots along the north side of the site will match to existing grades with a 4:1 slope south of the tree protection area for a vertical distance of 1.2m and in certain sections an additional 1.0m high retaining wall will be required at the toe of the 4:1 slope. These lots will be front draining lots towards the road. The grading of the residential lots will be designed as front, split, or rear walkout styles in order to minimize the cut/fill works. The need for retaining walls will be confirmed at the detail design stage. A preliminary design of the proposed road grades is illustrated on Figure GR-01 in Appendix A. 4.0 Erosion Sediment Control Prior to construction a mud mat will be installed at the construction entrance of the site. Silt fence will be installed along the perimeter of the downstream side of the site, to contain sediment within the site. Construction fence will be installed along the perimeter of the upstream side of the site to prevent unauthorized access, while allowing existing external flows into the site. Swales and rock check dams will be constructed within the site to convey flows to the temporary sediment pond. The temporary sediment pond will be constructed in the location of the permanent pond to collect sediment flows from the site and its external areas. 5.0 Water Supply 5.1. Existing Watermains A preliminary water servicing scheme for Caledon Villas Residential Subdivision is illustrated in Figure WM-01 in Appendix A. Two external watermains have been constructed to service the Caledon Villas lands. L Page 2

6 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report a) A 400 mm diameter watermain is located along Old Church Road; b) A 150 mm diameter watermain is located along Innis Lake Road The water supply system is currently being updated by the Region of Peel by twining the existing 300mm watermain on Old Church Road with a 400mm watermain. Prior to detail design hydrant flow tests will be performed to verify the system capacity for the additional demands related to this subdivision Internal Water Distribution The internal watermain network will connect to the existing 150 mm diameter watermain on Innis Lake Road, at the intersection of Street B and Innis Lake Road with a proposed 300 mm diameter watermain internal to the site by means of 300 mm x 150 mm reducer. A similar transition connection has been installed on Atchinson Drive on the east side of Innis Lake Road on the Chateaux of Caledon Subdivision. The proposed 300 mm diameter watermain will extend along Street B to Street A. The second water connection will be to the 400 mm diameter watermain on Old Church Road recently installed by the Region of Peel, at the intersection of Street A and Old Church Road, with a 300 mm diameter watermain. The 300 mm watermain on street A will connect to the proposed watermain on Street B forming the main trunk for the site. A 150 mm watermain network will be constructed on all local streets. Fire protection will be provided through hydrants spaced approximately 150 m interval for single detached, 70 m interval in townhouse areas as per Region of Peel standards. The layout of the proposed internal watermains is shown on Figure WM-01 in Appendix A. 6.0 Sanitary Drainage System 6.1. Existing Sanitary Drainage System The two existing sanitary sewers are located the intersection of Old Church Road and Innis Lake Road, and at the intersection of Innis Lake Road and Street B. The sanitary sewer at the intersection of Innis Lake Road and Street B is a 250 mm PVC sewer and connects to the sewer at the intersection of Old Church Road and Innis Lake Road. The sanitary sewer at the intersection of Old Church Road and Innis Lake Road is a 450 mm PVC sewer and connects to the Caledon Rail Trail sewer main Proposed Sanitary Connection The Caledon Villas lands will have 331 units with a total population of 1281 people. The sanitary sewer at the intersection of Innis Lake Road and Old Church Road will be extended 475 m to the east to the intersection of Old Church Road and Street A with a proposed 375mm sanitary sewer to service the Caledon Villas subdivision. The second sanitary connection at the intersection of Innis Lake Road and Street B will be a 250mm Sanitary Sewers. The internal sanitary flows will be collected by 250 mm diameter sanitary sewers to be constructed on the local roads to convey flows to the two outlet points of the Caledon Villas subdivision. L Page 3

7 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report 6.3. Proposed Sanitary Flows The sanitary sewers will be designed to current Region of Peel and Ministry of Environment (MOE) standards. The following criteria will apply. Residential Single Family (greater than 10m lots) 50 persons/ha Infiltration Rate m 3 /sec/m Peaking Factor Harmon Formula Minimum Pipe Size 250 mm Minimum Pipe Cover 2.7 m Minimum Velocity 0.75 m/s Maximum Velocity 3.0m/s The post development sanitary drainage plan is provided in Figure SAN-01 in Appendix A. 7.0 Storm Drainage System 7.1. Existing Storm Drainage System The existing topography of the site has a general slope towards the south and conveys stormwater by overland flow to the existing ditches along Innis Lake Road and Old Church Road. The storm flows in the ditches pass through existing culverts to the watercourse located on the south side of Old Church Road. The pre-development drainage area plan is provided in Figure STM-01 in Appendix A Existing Storm Flows The existing areas north of the proposed Caledon Villas subdivision drain towards two main catchments. A 3.73 ha area drains to the ditch along Innis Lake Road into an existing ditch inlet catchbasin adjacent to the school block. The flows captured by the existing ditch inlet catchbasin adjacent to the school block is conveyed by sewers through the school block to a 1400 mm diameter corrugated steel pipe outlet on the south side of Old Church Road. An area of ha (including the woodlot) flows south through the site towards the existing ditch along Old Church Road. A 1.10 ha area east of the Caledon Villas subdivision flows through the site into the ditch along Old Church Road. The flows in the ditch along Old Church Road pass under Old Church Road through an alternate 1200 mm culvert to the south side of Old Church Road. A 1200 mm diameter culvert south of the proposed Pond and a 1400 mm diameter culvert south of the School flow into separate existing swales leading to an existing watershed that outlet to the Centreville Creek Proposed Storm Drainage System The proposed minor storm drainage system will be designed to convey the 10-year storm event. Surface runoff along the proposed roads will be conveyed through roadside curb and gutters and captured by L Page 4

8 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report street catchbasins that will direct flows into the piped sewer system, as illustrated on STM-02 in Appendix A. The sewer system will outlet to a proposed 1.61 ha storm water management (SWM) pond located at the south west corner of the site, adjacent to the school block for quantity and quality control. The design of the major storm drainage system will be based on the Town of Caledon design standards and Ministry of Environment (MOE) guidelines. Rain events above the 10 year storm will be conveyed by overland flow within the right-of-way width along the proposed streets, and at designated 100 year capture points. The 100 year flows from the north external area of ha will be captured by rear lot catchbasins at structure 416, 426, and 435, respectively. The 100 year flows from the east external area will be captured by a rear lot catchbasins at structure 308. The major overland flow routes is along Street A. Majority of the overland flow from the local roads are conveyed to Street A and flow over the boulevard and into the north east corner of the pond as indicated on Figure STM-02 in Appendix A. Due to the existing grades along the north side of the school block, the 100 year flow will be captured into the storm sewers for the 1.11 ha area on Street B. The 100 year flows that are captured at Street B will be conveyed to the main storm sewer trunk on Street A. The main storm trunk sewer runs east along Street G and south along Street A and transitions from a 975mm diameter pipe to a 1800x900 box culvert Foundation Drain Collectors Foundation drain collectors (FDC) will be required due to insufficient cover of the storm sewer pipes in some areas as shown in Figure STM-03 in Appendix A. The FDC system will outlet at the existing 1200 mm diameter culvert along Old Church Road, at the same location as the SWM pond outlet. A 250 mm diameter pipe will run along the south limit of the SWM block to the intersection of Street A and Old Church Road. The 250 mm diameter FDC system will be installed north along Street A. 200 mm diameter connections will be installed at both the north and south intersections of Street C and Street D. The 200 mm diameter FDC system will service all the lots along Street D, and majority of the lots on Street C. The 250 mm diameter FDC along Street A will extend to Street B and run west until the end of Street B. This branch will service seven (7) lots along Street B. At the intersection of Street B and G, the FDC system will run north from the intersection and service an additional eight (8) lots on Street G Flood Plain Review The total drainage area, from the Caledon Villas subdivision and the contributing external areas, draining to the culverts along Old Church Road is ha. The floodplain is evaluated by SAAR Environmental Limited dated August, 2013, and was found not to be a significant source of habitat. In the existing condition the east culvert, along Old Church Road, drains into a low area in a farm without an overland flow outlet. The proposed condition will divert the existing flows into the stormwater management pond to the existing west culvert that outlets into a nearby creek, south of the site. The proposed condition will prevent surface ponding in the farm, and allow for on site quantity and quality controls. L Page 5

9 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report 8.0 Stormwater Management 8.1. Design Criteria The proposed development should meet the Ministry of Environment standards as set out in the MOE 2003 Stormwater Management Planning & Design (SWMPD) manual. - Post-development peak flows for all storm events up to the 100-year frequency design storm should be controlled to the unit flows resulting from the Humber River Watershed unit rate equation, as provided by the TRCA; - Stormwater should be treated to Enhanced (Level 1) protection as defined in the SWMPD Manual; - Erosion potential is to be mitigated through maximizing infiltration through the site. In addition, runoff from the 25 mm event will be detained over at least 48 hours; and, - Existing water balance conditions are to be maintained, as requested by the TRCA. Design storm information from the Town and the latest AES rainfall data from the TRCA are to be used for analysis Existing Hydrological Conditions Pre-development drainage areas for the site are shown in STM-01 in Appendix A. Site drainage is predominately from north to south, with most of the external existing area (56.68 ha) flowing through the Caledon Villas subdivision to the ditch along Old Church Road. The flows from a smaller external area (3.73 ha) from the north is collected along the ditch on Innis Lake Road, and is captured by a ditch inlet catchbasin on the east side of Innis Lake Road. The flow from the ditch inlet catchbasin is conveyed through the school block via storm sewer and outlets at a culvert on the south side of Old Church Road into an existing swale leading to the Centreville Creek. The flow targets for will be established by Humber River Watershed unit flow rate equations, as provided by the TRCA, were used in order to determine the target pre-development flows. The target pre-development flows are summarized in Table 1. Storm Event Table 1: Humber River Watershed Unit Rate Flows Uncontrolled External Flows including Wood Lot ha (m 3 /s) Unit Flow Rates Development Area ha to Pond (m 3 /s) Total Target Flow 2 Year Year Year Year Year Year L Page 6

10 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report 8.3. Proposed Drainage System External Drainage The proposed development condition will increase the percentage of the site in impervious cover to approximately 57%, this figure is conservative and will likely revised downward at with the detailed design of the subdivision. To mitigate these hydrologic changes, it is proposed to maximize storm drainage from the development to a SWM Pond, prior to the discharge to an existing 1400 mm culvert crossing to the south side of Old Church Road. The existing culvert discharges to an existing swale that flows into the Centreville Creek. The external drainage area A1 (55.68 ha) is an undeveloped area that will be captured at two ditch inlet catchbasins, structure 416 and 426, located at opposite sides of the park along the northern property line and a ditch inlet catchbasin, structure 435 located close to the west side of the site. The external drainage area A3 located east of the Caledon Villas subdivision will drain to a ditch inlet catchbasin, structure 308, located at the south east corner of the site. All flows captured into the storm sewer system drains into the SWM pond at the Street A pond inlet Site Drainage Impervious calculations were undertaken for the post-development drainage areas based on the maximum allowable building envelopes under the proposed zoning. The relevant drainage parameters of the post-development drainage areas contributing to the outflow are provided in Tables 2 and 3. The post-development NASHYD input parameters for the V02 model are provided in Appendix B and the STANDHYD input parameters are provided in Appendix C. The output from the V02 model for postdevelopment conditions is provided in Appendix D. Table 2 Post-development Input Parameters (NASHHYD Commands) Catchment Drainage Area (ha) CN TP (hr) A1POST A3POST Table 3 Post-development Input Parameters (STANHYD Commands) Catchment Drainage Area (ha) XIMP TIMP A2POST Peak Flow / Quantity Controls A stage-storage-discharge relationship was developed for the proposed SWM pond for which the detailed flow summary is provided in Appendix E. The stage-storage-discharge calculations are provided in Appendix F. The results from the V02 model and analysis are provided in Table 4 and 5 for the AES storm events over 6-hour and 12-hour durations. L Page 7

11 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report Table 4 Post-Development Quantity Control Analysis (6-hour AES) Target at Inflow to Peak Flow SWM Pond SWM at Pond Pond Outfall Pond Outfall Elevation (m 3 /s) (m 3 /s) (m 3 /s) (m) Event SWM Pond Storage (m 3 ) 2-Year ,012 5-Year , Year , Year , Year , Year ,140 Table 5 Post-Development Quantity Control Analysis (12-hour AES) Target at Inflow to Peak Flow SWM Pond SWM at Pond Pond Outfall Pond Outfall Elevation (m 3 /s) (m 3 /s) (m 3 /s) (m) Event SWM Pond Storage(m 3 ) 2-Year ,715 5-Year , Year , Year , Year , Year ,311 The proposed SWM pond provides 27,609 m 3 at an elevation of m. Table 4 and 5 illustrates the required stage storage to control the post-development peak flows to pre-development conditions is 24,311 m 3 at an elevation of m. Therefore, the proposed SWM control measures are capable of mitigating post-development flow increases Water Quality Control Stormwater treatment must be Enhanced (Level 1) Protection criteria as defined by the SWMPD Manual. All minor system drainage from the development site will be treated in the proposed wet pond facility. The required permanent pool storage to meet the quality control criteria is provided in Table 6. Detailed calculations are provided in Appendix G. Table 6 Water Quality Requirements Total Developed Area Required Permanent Minimum Extended % Impervious to SWM Pond (ha) Pool Volume (m 3 ) Detention Volume (m 3 ) % The proposed pond provides 5197 m 3 of permanent pool volume between the bottom of the pond at elevation m and the permanent pool elevation m, and therefore meets the water quality requirements. To avoid interaction with the water table, the pond permanent pool will be lined by an impermeable geosynthetic membrane as recommended by the soils consultant. L Page 8

12 Caledon Villas Corporation Town of Caledon Caledon Villas Residential Subdivision Functional Servicing Report A 90 mm orifice plate will be used to provide 3,553 m 3 of storage for the 25 mm 4 hr Chicago Storm at elevation with a peak release rate of m 3 /s and total extended detention time of hr to minimize erosion downstream of the pond outfall. The proposed SWM pond has a sediment forebay approximately 38 m in length and m in width. Forebay sizing calculations, provided in Appendix H, were undertaken to confirm the provided forebay dimensions summarized in Table 7. Table 7 Forebay Sizing Requirements Parameter Required Size (m) Provided Size (m) Minimum Forebay Length for Settling (V S = m/s) Minimum Dispersion Length Minimum Bottom Width The proposed sediment forebay meets all minimum requirements and is expected to perform well given its large size in relation to the required values Water Balance The Hydrogeologic Assessment by Geo Kamp Limited states that the predevelopment average annual site infiltration is approximately 62,395 m 3, form an annual recharge rate of 241 mm/year over the ha. Assuming a post development condition in which 55% of the site surface becomes impervious in the form of roofs, roads and driveways, would cause a net reduction in infiltration of 34,317 m 3. It is estimated that an infiltration basin with a bottom area of 284 m 2 would infiltrate 94 m 3 per day or 34,317 m 3 per year. This can be accomplished by the following measures or any combination thereof: 331 sockway pits (one per lot) would provide 331 m 2 bottom area of combined infiltration basin for site exceeding the 284 m 2 requirement. 284 m of infiltration trenches along rear yard swales 1 m deep by 1 m wide would provide 284 m 2 of combined infiltration basin required for water balance of the project. 9.0 Conclusions The proposed Caledon Villas residential development can readily be serviced with storm, sanitary, and watermain utilizing existing and proposed infrastructure. Water supply will be provided by connecting to the existing 150 mm watermain at the intersection of Innis Lake Road and Street B and the 400 mm watermain on the north shoulder of Old Church Road. The proposed watermain trunk will be 300 mm diameter and extend from Street A to Street B. The local 150 mm watermains will branch off of the 300 mm watermain to service the internal lots. The proposed sanitary sewer will convey flows to the existing Innis Lake Road sanitary sewers. The two separate connection points are located at the intersection of Innis Lake Road and Street B, and Innis Lake Road and Old Church Road. The sanitary sewer on Innis Lake Road has sufficient size and depth to service the Caledon Villas residential subdivision. L Page 9

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14 APPENDIX A Figures

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22 APPENDIX B NASHHYD Input Parameters

23 Sheet14 Post-Development NASHYD Input Parameters Caledon Villas Corporation File No. L Date: August, 2013 Parameter Unit Description A1POST A3POST Area ha Watershed Area TP hr Unit Hydrograph Time to Peak DT min Time Step Increment 10 DWF cms Dry Weather Flow (Base Flow) 0 CN - SCS Curve Number 78 IA mm Initial Abstraction 10 N - Number of Linear Reservior 1 Rain mm/hr Optional Rainfall Intensities 0-Without Rainfall Area Number Time of Concentration Calculation Area Cpost L Elevation Change Sw Tp (Airport) (ha) (m) (m) (m/m) (hr) A1POST A3POST Page 1

24 APPENDIX C STANDHYD Input Parameters

25 Sheet13 Post-Development STANDHYD Input Parameters Caledon Villas Corporation File No. L Date: August, 2013 SIDEWALK Area Number Total Area Length of Sidewalk Width of Indirect Impervious Sidewalk Area (ha) (m) (m) (ha) A3POST ROAD Area Number Total Area Length of Road Width of Road Direct Impervious Area (ha) (m) (m) (ha) A3POST LOTS Area Number Dwelling - Detached Total Area per Lot 500 m 2 Rooftop Area per Lot 252 m 2 Driveway Area 54 m 2 Total Area # of Detached Dwelling Lots # of Semi- Detached Dwelling Lots Total Lot Area Total Rooftop Area Driveway Area Area of Row Dwellings/ Commercial Impervious Area - Row Dwellings/ Commercial Total Indirect Impervious Area (ha) (ha) (ha) (ha) (ha) (ha) (ha) A3POST TOTAL IMPERVIOUS AREA Area Number Total Area Direct Impervious Area Indirect Impervious Area Total Impervious Area (ha) (ha) (ha) (ha) (%) (%) A1POST XIMP TIMP Page 1

26 APPENDIX D V02 Model - Post Development Conditions

27 =========================================================================================================== V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL OOO TTTTT TTTTT H H Y Y M M OOO TM O O T T H H Y Y MM MM O O O O T T H H Y M M O O Company OOO T T H H Y M M OOO Serial Developed and Distributed by Clarifica Inc. Copyright 1996, 2007 Clarifica Inc. All rights reserved. ***** D E T A I L E D O U T P U T ***** Input filename: C:\Program Files (x86)\visual Otthymo 2.4\VO2\voin.dat Output filename: C:\WinTemp\2bd20bf d4-b3ef-1c44c26c346e\Scenario.out Summary filename: C:\WinTemp\2bd20bf d4-b3ef-1c44c26c346e\Scenario.sum DATE: 04/04/2014 TIME: 06:00:11 USER: COMMENTS: **************************** ** SIMULATION NUMBER: 1 ** **************************** READ STORM Filename: C:\WinTemp\2bd 20bf d4-b3ef-1c44c26c346e\ 5966ba94-7d1c-4290-b9ed-ae4f2eceb5d7 Ptotal= mm Comments: 2yr/6hr TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr NASHYD (0004) Area (ha)= 1.10 Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.39 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr

28 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = NASHYD (0001) Area (ha)= Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ADD HYD (0012) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0001): ID2= 2 (0004): ================================================== ID = 3 (0012): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY STANDHYD (0003) Area (ha)= ID= 1 DT= 5.0 min 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)= 8.15 (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 = ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 78.0 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

29 ADD HYD (0027) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0003): ID2= 2 (0012): ================================================== ID = 3 (0027): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0021) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0027) OUTFLOW: ID= 1 (0021) PEAK FLOW REDUCTION [Qout/Qin](%)= 1.56 TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= NASHYD (0035) Area (ha)= Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = **************************** ** SIMULATION NUMBER: 2 ** **************************** READ STORM Filename: C:\WinTemp\2bd 20bf d4-b3ef-1c44c26c346e\ d5b c-411c-b49d-1eb44c0da7bb Ptotal= mm Comments: 5yr/6hr TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr NASHYD (0004) Area (ha)= 1.10 Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.39 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP.

30 ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = NASHYD (0001) Area (ha)= Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ADD HYD (0012) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0001): ID2= 2 (0004): ================================================== ID = 3 (0012): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY STANDHYD (0003) Area (ha)= ID= 1 DT= 5.0 min 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)= 7.27 (ii) (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)=

31 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 78.0 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 ADD HYD (0027) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0003): ID2= 2 (0012): ================================================== ID = 3 (0027): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0021) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0027) OUTFLOW: ID= 1 (0021) PEAK FLOW REDUCTION [Qout/Qin](%)= 1.14 TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= NASHYD (0035) Area (ha)= Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = **************************** ** SIMULATION NUMBER: 3 ** **************************** READ STORM Filename: C:\WinTemp\2bd 20bf d4-b3ef-1c44c26c346e\ 6d8ccf00-72bf-495f f14f6846a62 Ptotal= mm Comments: 10yr/6hr TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr

32 NASHYD (0004) Area (ha)= 1.10 Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.39 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = NASHYD (0001) Area (ha)= Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ADD HYD (0012) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0001): ID2= 2 (0004): ================================================== ID = 3 (0012): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY STANDHYD (0003) Area (ha)= ID= 1 DT= 5.0 min Total Imp(%)= Dir. Conn.(%)= 12.00

33 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)= 6.84 (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 = ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 78.0 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 ADD HYD (0027) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0003): ID2= 2 (0012): ================================================== ID = 3 (0027): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0021) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0027) OUTFLOW: ID= 1 (0021) PEAK FLOW REDUCTION [Qout/Qin](%)= 1.00 TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= NASHYD (0035) Area (ha)= Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =

34 **************************** ** SIMULATION NUMBER: 4 ** **************************** READ STORM Filename: C:\WinTemp\2bd 20bf d4-b3ef-1c44c26c346e\ 2220c626-bb78-48cb-98d1-0a4b1124f8f2 Ptotal= mm Comments: 25yr/6hr TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr NASHYD (0004) Area (ha)= 1.10 Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.39 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = NASHYD (0001) Area (ha)= Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =

35 ADD HYD (0012) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0001): ID2= 2 (0004): ================================================== ID = 3 (0012): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY STANDHYD (0003) Area (ha)= ID= 1 DT= 5.0 min 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)= 6.41 (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 = ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 78.0 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 ADD HYD (0027) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0003): ID2= 2 (0012): ================================================== ID = 3 (0027): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0021) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0027) OUTFLOW: ID= 1 (0021) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)=

36 NASHYD (0035) Area (ha)= Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = **************************** ** SIMULATION NUMBER: 5 ** **************************** READ STORM Filename: C:\WinTemp\2bd 20bf d4-b3ef-1c44c26c346e\ 2b0544d7-ced ad-ece27981cbf8 Ptotal= mm Comments: 50yr/6hr TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr NASHYD (0004) Area (ha)= 1.10 Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.39 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =

37 NASHYD (0001) Area (ha)= Curve Number (CN)= 78.0 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ADD HYD (0012) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0001): ID2= 2 (0004): ================================================== ID = 3 (0012): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY STANDHYD (0003) Area (ha)= ID= 1 DT= 5.0 min 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)= 6.14 (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 = ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 78.0 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 ADD HYD (0027) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0003): ID2= 2 (0012): ================================================== ID = 3 (0027): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0021) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.)