PROPOSED FOOD STORE 150 TORONTO STREET SOUTH MARKDALE, ONTARIO. Job No ENGINEERING REPORT. Prepared For:

Transcription

1 PROPOSED FOOD STORE 150 TORONTO STREET SOUTH Job No ENGINEERING REPORT Prepared For: MAVERICK DEVELOPMENT CORPORATION 150 Woodbine Avenue Suite 3005 Toronto, Ontario Prepared By: The Odan/Detech Group Inc. Original: October 25, 2016 Updated: May 15, 2017

2 TABLE OF CONTENTS 1.0 BACKGROUND SERVICING DESIGN CONSIDERATIONS... 2 A) SANITARY WASTE WATER DISPOSAL... 2 B) WATER DISTRIBUTION... 3 C) STORM WATER MANAGEMENT EROSION CONTROL CONCLUSIONS REFERENCES APPENDIX A Visual OTTHYMO development model Visual OTTHYMO Pre-development flows Visual OTTHYMO Post--development flows APPENDIX B OGS Sizing Summary Figure 1 - Pre-Development Storm Tributary Area Figure 2 - Post-Development Storm Tributary Area Note: This report should be read in conjunction with the Site Servicing & Grading Plans prepared by The Odan/Detech Group Inc.

3 1 1.0 BACKGROUND The property under study is a 1.38 ha site located on the east side of Toronto Street South (Hwy 10). The site is bound by a single family residential home to the south, an existing Church to the north and an open field to the east. Currently the site is primarily open field with a 2 storey brick dwelling located at the north/west corner of the site, which will be demolished for this development. It is proposed to develop the site with a Food store, a secondary smaller retail and related parking for both buildings. The property is part of an overall draft plan which encompasses this site and the open lands to the east. As part of this development an access road will be proposed on the north edge of the site, lining up with Victoria Street and terminating at the western edge of the site. The access road will allow for a secondary customer entrance and separate loading entrance. The road can be extended in the future with the development of the proposed subdivision. This report will evaluate the serviceability of the site with respect to sanitary, water and storm services and also evaluate the stormwater management (SWM) strategy that will be implemented to meet the Municipality of Grey Highlands criteria.

4 2 2.0 SERVICING DESIGN CONSIDERATIONS A) SANITARY WASTE WATER DISPOSAL Existing Condition There is an existing 200mm sanitary sewer located in the center of Toronto Street flowing southerly to Uplands Drive and then continuing on south where it eventually turns west, crosses Toronto Street, and flows to the sewage treatment plant. Proposed Condition The proposed site will utilize the existing sanitary sewer located on Toronto Street. The site will propose a 200mm diameter sewer to capture the flow from the proposed retails. The proposed access road will not have a sanitary sewer due to its higher elevation and current lack of discharge point. Refer to the following spread sheet for the estimated sanitary flow from the Site. Expected Peak Flow is 1.20 L/sec (domestic and infiltration). Discussions with Municipal staff revealed that they are not aware any sanitary capacity issues with the sewer line or treatment plant. SANITARY FLOW CALCULATIONS This program calculates the sanitary discharge from various land use As per the City of Toronto Guidelines TOTAL SITE AREA (ha) = 1.38 LAND USE NUMBER OF UNITS SITE AREA, (ha) GROSS FLOOR AREA, m2 TOTAL POPULATION TOTAL DAILY FLOW (LITERS) AVERAGE DAILY FLOW l/sec PEAKING FACTOR, M TOTAL FLOW FROM LAND USE, l/sec COMMERCIAL (MOE 2008), using L/d/m2 COMMERCIAL, Using 1.1 persons/100 m2 (Prop) INSTITUTIONAL, Using 3.3 persons/100 m2 OFFICES, Using, 3.3 persons/100m Total Proposed ICI Total Infiltration TOTAL FLOW where : i = 0.20 L/sec/ha (infiltration rate)

5 3 B) WATER DISTRIBUTION Existing Condition There is an existing 200mm PVC watermain located within the north bound lanes on Toronto Street. The water connects to the Victoria Street main which connects to the Eliza Street water tower. Existing fire hydrants are located on the east side of Toronto Street. Proposed Condition A new 200mm PVC watermain is proposed to be located within the proposed access road complete with municipal fire hydrants. The proposed site will utilize the water main located on the proposed access road. The site will propose a 200mm diameter water service to provide domestic and firefighting capabilities for the Food Store and a 50mm copper service for the smaller retail. Fire Flow see calculation spread sheet below. Calculations are as per FUS 1999 manual. The pressures and volumes must be sufficient for Peak hour conditions and under fire conditions as established by the Ontario Building Code The minimal residual pressure under fire conditions is 140 kpa. (or 20.3 psi). Based on the FUS 1999 the following is the fire demand based on a sprinklered building constructed with fire protected steel or concrete. Fire flow demand 67 l/s 1057 usgm a) Average Day domestic demand - using 191L/cap/day 0.08 L/sec (35 persons, 1.1/persons/100m2) b) Peak day demand x daily demand 0.10 L/sec c) Peak hour demand x daily demand 0.20 L/sec d) Fire flow (Fire Resistive) 67 L/sec A fire flow test was completed on August 17, 2016 by Flowmetrix. The flow test results showed a flow of 134 l/s (2124 usgm) at 20 psi demonstrating that there is enough flow within the system for fire fighting and domestic purposes.

6 4 WATER SUPPLY FOR PUBLIC FIRE PROTECTION, FIRE UNDERWRITERS SURVEY GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOWS F = 220 x C x A Where: F = required fire flow in liters per minute C= Coefficient related to the type of construction A = the total floor area in square meters (excluding basements) in the building considered LOCATION: OBC OCCUPANCY: PROJECT: PROJECT No:16227 BUILDING FOOT PRINT (m2): 2800 Contents Charge # OF STOREYS Markdale Commercial 1 Non-Combustible -25% limited Combustible -15% Combustible 0% CONSTRUCTION CLASS: Fire Resistive Free Burning 15% AUTOMATED SPRINKLER PROTECTION Credit Total NFPA 13 sprinkler standard yes 30% Standard Water Supply yes 10% 50% Fully Supervised System yes 10% 50% Food Store CONTENTS FACTOR: Combustible CHARGE: 0% ` Rapid Burning 25% Seperation Charge EXPOSURE 1 (south) Distance to Exposure Building (m) m 25% 5% Possible Residential Length - Height m 20% EXPOSURE 2 (east) Distance to Exposure Building (m) > m 15% 0% Parking Length - Height m 10% EXPOSURE 3 (west) Distance to Exposure Building (m) > % 0% Loading & Future Street Length - Height > 45 m 0% Total: EXPOSURE 4 (north) Distance to Exposure Building (m) 40 Possible Residential Length - Height 5% 10% no more than 75% ARE BUILDINGS CONTIGUOUS: FIRE RESISTANT BUILDING n/a Are vertical openings and exterior vertical communications protected with a minimum one (1) h n/a CALCULATIONS C = 0.6 Fire Resistive A = 2800 m2 STOREY AREAS m2 F = 6985 L/min 2800 Round to Nearest 1000 L/min F = 7000 L/min must be > 2000 L/min CORRECTION FACTORS: OCCUPANCY 0 L/min FIRE FLOW ADJUSTED FOR OCCUPANCY 7000 L/min REDUCTION FOR SPRINKLER L/min EXPOSURE CHARGE 700 L/min REQUIRED FIRE FLOW F = 4200 L/min Round to Nearest 1000 L/min F = 4000 L/min 1057 usgm F = 67 L/sec

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8 6 C) STORM WATER MANAGEMENT Existing Condition Currently there is not any storm sewers located within the frontage of the proposed site. Due to the elevation change of Toronto Street the storm sewer begins at the road low point about 8.3m south of the proposed site and is sized for right-of-way flows. The existing site drains via overland in an easterly direction towards the open lands. Soil Conditions The existing soil conditions can be found in the Geotechnical Engineering Report by Englobe dated January 30, The following is a summary from this report Proposed Condition A new storm sewer will be constructed on the proposed access road discharging uncontrolled overland at the east limit of the road. The sewer can be extended in the future with the development of the proposed subdivision. The proposed site will control flows to predevelopment levels and discharge to the surface on the eastern side of the site. The discharge points will be designed to minimize erosion. An easement will be granted by the adjacent land owner to the east to allow for erosion controlling measures. Allowable discharge from the site will be determined by computer model Visual Otthymo. The following Table 1 summarizes the parameters used in Visual OTTHYMO to characterize the post development catchment areas. The Municipalities standard is to evaluate the SCS - 6hr 2, 5, 25 & 100 year design storms. The report will also evaluate the 100 year Chicago storm. Table 1 - Catchment Characteristics for the Pre-Developed Site Area ID & Description Area (ha) Hydrograph Method % impervious imperviousness directly connected % CN Value Tp (Time to Peak) (hr) Existing Site 1.74ha Nashyd * The time to peak is calculated as 0.67 Tc, Tc was calculated out to be 20min using the airport method Refer to Figure 1 for the Pre-Development Storm Tributary Area.

9 7 Table 2 Summary of Allowable Flows from the Site Table 2 - Existing Site Flows Storm Event Site Allowable (l/s) SCS 6hr - 2 Year 28 SCS 6hr - 5 Year 68 SCS 6hr - 25 Year 116 SCS 6hr Year Year - Chicago 128 Post Development Flow Analysis (Otthymo): For the purposes of post development analysis, the post development storm tributary areas of the subject site have been identified as shown on Figure 2 in Appendix B. In order to control the post development flows to the allowable flow rate, on-site drainage storage will be required. Visual OTTHYMO will be used to model and determine the detention volume required. For drainage areas with significant imperviousness the calculation of effective rainfall in Visual OTTHYMO is accomplished using the Standhyd method. This method is used in urban watersheds to simulate runoff by combining two parallel standard unit hydrographs resulting from the effective rainfall intensity over the pervious and impervious surfaces. For pervious surfaces, losses are calculated using the SCS modified CN method. The following Table 3 summarizes the parameters used in Visual OTTHYMO to characterize the post development catchment areas. Table 3 - Catchment Characteristics for the Post-Developed Site Area ID & Description Area (ha) Hydrograph Method % impervious imperviousness directly connected % CN Value Tp (Time to Peak) (hr) Area 1, Roof Top, controlled 0.28 StandHyd Area 2, Parking, controlled 0.84 StandHyd Area 3, Loading, controlled 0.19 StandHyd Area 4, Extraneous Perimeter Flow, uncontrolled 0.05 StandHyd Area 5, Right-of-Way, controlled 0.37 StandHyd Refer to the following spread sheets for the roof top storage characteristics, the underground and above ground storage stage/discharge/storage characteristics.

10 8 Refer to the following for the orifice control. Right-of-Way ORIFICE DISCHARGE CALCULATOR This program calculates the discharge from a circular orifice when given elevations and orifice diameters by the user. Discharge based on orifice equ.: Q = CA x sqrt(2gh) Orifice Diameter = m Enter the orifice diameter in me Area m2 Discharge Coeff. = Enter discharge coeff. to use Orifice Plate Elev. Head Discharge Site Orifice Diameter = HydroVex m Enter the orifice diameter in me Area n/a m2 Discharge Coeff. = n/a Enter discharge coeff. to use Elev. Head Discharge VHV

11 9 The following Table 4 is a summary of the total peak storm flows for the SCS - 6hr 2, 5, 25 & 100 year design storms. Table 4 - Summary of Flows from Site Storm Event Site Allowable Flows (l/s) Calculated flow from Otthymo (l/s) SCS 6hr - 2 Year SCS 6hr - 5 Year SCS 6hr - 25 Year SCS 6hr Year Year - Chicago Therefore, with the use of orifices the post-development flows will be similar with the predevelopment flows. Table 5 - Summary of Ponding Depths and Elevations Ponding Area Surface Ponding Depth Above parking lot Catchbasins (m) 5 Year (SCS) 100 Year (SCS) Storage Volume Req d (m 3 ) 5 Year (SCS) 100 Year (SCS) Storage Volume Provided (m 3 ) Including Pipes & Structures Area 2 - Parking Area 3 - Loading Same as Area 2 Area 5 Right-of-Way Therefore the site can contain the 100 year storm event on site and within the maximum storage depth of 0.30m in parking areas and drive isles. Depths greater than 0.30m are generally accepted in the loading area due to the low probability of vehicular movement and pedestrian activity in this area. The calculated depth in the loading area for this site is expected to be a maximum of 0.80m due to the sunken loading dock. Emergency flow for the site will be to the north/east at an elevation of , equal with the 0.30m maximum permitted depth. The proposed finished floor of the Canadian Tire is m and the finished floor of the smaller retail is m, both well above the emergency flow elevation.

12 10 Overland Flow Route: Existing Condition Currently Toronto Street has a low point 8.3m south of the proposed site. The emergency overland flow route for this area is to the east. As shown on Figure 1 the overland flow route weaves between the adjacent property and the proposed site ending on the adjacent property. The overland route consists of low areas where water will accumulate before spilling over to the next low area. This cascading will significantly slow down the flow route. To estimate the flow route capacity the last section of swale will be used, once all the low areas have filled up. The existing overland flow route has a capacity of 86 l/s

13 11 Proposed Condition A swale will be constructed to transfer some extraneous flows from the site as well as conveying the emergency flows. The capacity of the proposed swale is 129 l/s which is more than the existing swale. Also, the proposed flow route will not contain pooling water making it more efficient.

14 STORMWATER QUALITY CONTROL Water Quality The MOE Stormwater Management Practices Planning and Design Manual, 2003 requires 80% TSS removal for Level 1 protection. The Stormceptor to be used will contain 100% of oil spills that occur during a normal storm event. The following analysis is based on continuous simulation for a period of approximately 40 years. Using software provided by Stormceptor Canada Inc. using fine particle distribution the following Stormceptor model was chosen. Refer to the output file from Stormceptor in Appendix B. Maintenance/Clean Out Frequency of Water Quality Manhole Oil/Grit Separators Based on the Manufacturers recommendations, the Stormceptor manhole oil/grit separator should be inspected twice a year. The inspection should look for the following: a) The amount of sediment in the bottom (Should be monitored by measurement). b) Check to see if oil is visible. In addition check to see if trash is visible. If an oil or industrial spill has occurred, the Stormceptor manhole oil/grit separator should be cleaned immediately. Sediment should be removed annually, or whenever the accumulation reaches approximately 15 % of the operating depth as measured from base to the drain invert. Vacuum trucks are used to remove the sediment and oil from the Stormceptor. A licensed waste management firm should remove levels of oil greater than 2.5 cm immediately. Frequency of Cleaning Based on Capacity of Stormceptor and Stormceptor Field Data (refer to Stormceptor Study Manual) The Stormceptors will be privately owned and maintained. Discharge Point Stormceptor Model Annual Flow Capture (%) Annual TSS Removal (%) Open Field to the East STC Right-of-way STC EROSION CONTROL Erosion and sediment controls for the site will be implemented according to The Ministry of Natural Resources Guidelines on Erosion and Sediment Control for Urban Construction Sites. A detailed erosion control plan is included in the set of drawings.

15 CONCLUSIONS From our investigation the site is serviceable utilizing existing sanitary, storm and watermain infrastructure within and adjacent to the site. The post development 5-year, 25-year and 100- year storm design has been maintained at the allocated flow rate for the site. The following Table 6 summarizes the SWM components of the proposed development. Table 6 - Summary Information Peak Sanitary Flow (L/sec) 1.20 Allowable release rate from site (l/s) (5 year storm) 68 Actual release rate from site (l/s) (5 year storm) 68 Total Storm Water Storage Required (m3) 593 Total Storm Water Storage Provided (m3) 725 Orifice Sizes 160mm Plate & Hydro Vex 125-VHV-2 Water Quality

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17 APPENDIX A Visual OTTHYMO development model Visual OTTHYMO Pre-development flows 2(SCS), 5(SCS), 25(SCS), 100(SCS) & 100 (CHICAGO) storm events output Visual OTTHYMO Post--development flows 2(SCS), 5(SCS), 25(SCS), 100(SCS) & 100 (CHICAGO) storm events output

18 Visual OTTHYMO Pre-Development Output 1 Existing AREA = 1.74 PeakFlow = Ext 1 AREA = 0.05 Roof AREA = Parking AREA = Total AREA = 1.74 PeakFlow = 0.095

19 =========================================================================================================== 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 O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOO 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 2.3.3\voin.dat Output filename: P:\2016\16227\SWM\SET B\Otthymo\Post Development.out Summary filename: P:\2016\16227\SWM\SET B\Otthymo\Post Development.sum DATE: 5/15/2017 TIME: 9:54:06 AM USER: COMMENTS: **************************** ** SIMULATION NUMBER: 1 ** **************************** READ STORM Filename: P:\2015\15210\SWM\SET A \Otthymo\Scs6hr_5y.stm Ptotal= mm Comments: 5 YEAR SCS 6 HOUR DESIGN STORM TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr CALIB NASHYD (0001) Area (ha)= 1.74 Curve Number (CN)= 70.0 ID= 1 DT=10.0 min Ia (mm)= 5.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.22 NOTE: RAINFALL WAS TRANSFORMED TO 10.0 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

20 Unit Hyd Qpeak (cms)=.302 PEAK FLOW (cms)=.068 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.255 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY CALIB STANDHYD (0017) Area (ha)=.37 ID= 1 DT= 3.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = NOTE: RAINFALL WAS TRANSFORMED TO 3.0 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 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 3.95 (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 =

21 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 CALIB STANDHYD (0012) Area (ha)=.05 ID= 1 DT= 3.0 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)= 3.84 (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* = 85.0 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 CALIB STANDHYD (0005) Area (ha)= 1.04 ID= 1 DT= 3.0 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)= 2.78 (ii) 6.04 (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: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 CALIB STANDHYD (0006) Area (ha)=.28 ID= 1 DT= 3.0 min Total Imp(%)= Dir. Conn.(%)= 99.00

22 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)= 1.72 (ii) 2.97 (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: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 RESERVOIR (0018) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0017) OUTFLOW: ID= 1 (0018) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 3.00 MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0020) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel->

23 AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0012) OUTFLOW: ID= 1 (0020) RESERVOIR (0003) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0006) OUTFLOW: ID= 1 (0003) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 9.00 MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0019) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0018) OUTFLOW: ID= 1 (0019) ADD HYD (0008) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0005): ID2= 2 (0003): ================================================== ID = 3 (0008): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0007)

24 IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0008) OUTFLOW: ID= 1 (0007) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= ADD HYD (0013) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0020): ID2= 2 (0007): ================================================== ID = 3 (0013): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ADD HYD (0010) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0019): ID2= 2 (0013): ================================================== ID = 3 (0010): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 2 ** **************************** READ STORM Filename: P:\2015\15210\SWM\SET A \Otthymo\Scs6hr_25y.stm Ptotal= mm Comments: 25 YEAR SCS 6 HOUR DESIGN STORM TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr CALIB NASHYD (0001) Area (ha)= 1.74 Curve Number (CN)= 70.0 ID= 1 DT=10.0 min Ia (mm)= 5.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.22

25 NOTE: RAINFALL WAS TRANSFORMED TO 10.0 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)=.302 PEAK FLOW (cms)=.116 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.324 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY CALIB STANDHYD (0017) Area (ha)=.37 ID= 1 DT= 3.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = NOTE: RAINFALL WAS TRANSFORMED TO 3.0 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 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 3.52 (ii) (ii) Unit Hyd. Tpeak (min)=

26 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* = 85.0 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 CALIB STANDHYD (0012) Area (ha)=.05 ID= 1 DT= 3.0 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)= 3.42 (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* = 85.0 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 CALIB STANDHYD (0005) Area (ha)= 1.04 ID= 1 DT= 3.0 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)= 2.47 (ii) 5.38 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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.

27 CALIB STANDHYD (0006) Area (ha)=.28 ID= 1 DT= 3.0 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)= 1.53 (ii) 2.64 (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: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 RESERVOIR (0018) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0017) OUTFLOW: ID= 1 (0018) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 3.00 MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0020) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E E E E E E E E

28 E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0012) OUTFLOW: ID= 1 (0020) RESERVOIR (0003) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0006) OUTFLOW: ID= 1 (0003) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 6.00 MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0019) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0018) OUTFLOW: ID= 1 (0019) ADD HYD (0008) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0005): ID2= 2 (0003): ==================================================

29 ID = 3 (0008): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0007) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0008) OUTFLOW: ID= 1 (0007) PEAK FLOW REDUCTION [Qout/Qin](%)= 8.14 TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= ADD HYD (0013) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0020): ID2= 2 (0007): ================================================== ID = 3 (0013): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ADD HYD (0010) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0019): ID2= 2 (0013): ================================================== ID = 3 (0010): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 3 ** **************************** READ STORM Filename: P:\2015\15210\SWM\SET A \Otthymo\Scs6hr_100y.stm Ptotal= mm Comments: 100 YEAR SCS 6 HOUR DESIGN STORM TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr

30 CALIB NASHYD (0001) Area (ha)= 1.74 Curve Number (CN)= 70.0 ID= 1 DT=10.0 min Ia (mm)= 5.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.22 NOTE: RAINFALL WAS TRANSFORMED TO 10.0 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)=.302 PEAK FLOW (cms)=.163 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.372 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY CALIB STANDHYD (0017) Area (ha)=.37 ID= 1 DT= 3.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = NOTE: RAINFALL WAS TRANSFORMED TO 3.0 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

31 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 3.26 (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* = 85.0 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 CALIB STANDHYD (0012) Area (ha)=.05 ID= 1 DT= 3.0 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)= 3.17 (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* = 85.0 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 CALIB STANDHYD (0005) Area (ha)= 1.04 ID= 1 DT= 3.0 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)= 2.29 (ii) 4.98 (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 =

32 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 CALIB STANDHYD (0006) Area (ha)=.28 ID= 1 DT= 3.0 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)= 1.42 (ii) 2.45 (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: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 RESERVOIR (0018) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0017) OUTFLOW: ID= 1 (0018) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 3.00 MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0020) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E

33 E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0012) OUTFLOW: ID= 1 (0020) RESERVOIR (0003) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0006) OUTFLOW: ID= 1 (0003) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 6.00 MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0019) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0018) OUTFLOW: ID= 1 (0019)

34 ADD HYD (0008) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0005): ID2= 2 (0003): ================================================== ID = 3 (0008): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0007) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0008) OUTFLOW: ID= 1 (0007) PEAK FLOW REDUCTION [Qout/Qin](%)= 6.97 TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= ADD HYD (0013) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0020): ID2= 2 (0007): ================================================== ID = 3 (0013): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ADD HYD (0010) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0019): ID2= 2 (0013): ================================================== ID = 3 (0010): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 4 ** **************************** READ STORM Filename: P:\2015\15210\SWM\SET A\Otthymo\2y6hr.stm 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 CALIB NASHYD (0001) Area (ha)= 1.74 Curve Number (CN)= 70.0

35 ID= 1 DT=10.0 min Ia (mm)= 5.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.22 NOTE: RAINFALL WAS TRANSFORMED TO 10.0 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)=.302 PEAK FLOW (cms)=.028 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.187 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY CALIB STANDHYD (0017) Area (ha)=.37 ID= 1 DT= 3.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = NOTE: RAINFALL WAS TRANSFORMED TO 3.0 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

36 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 5.52 (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* = 85.0 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 CALIB STANDHYD (0012) Area (ha)=.05 ID= 1 DT= 3.0 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)= 5.37 (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* = 85.0 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 CALIB STANDHYD (0005) Area (ha)= 1.04 ID= 1 DT= 3.0 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)= 3.88 (ii) 8.44 (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:

37 CN* = 85.0 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 CALIB STANDHYD (0006) Area (ha)=.28 ID= 1 DT= 3.0 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)= 2.40 (ii) 4.15 (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: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 RESERVOIR (0018) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0017) OUTFLOW: ID= 1 (0018) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)=.00 MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0020) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E E E E

38 E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0012) OUTFLOW: ID= 1 (0020) RESERVOIR (0003) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0006) OUTFLOW: ID= 1 (0003) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0019) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0018) OUTFLOW: ID= 1 (0019) ADD HYD (0008) = 3 AREA QPEAK TPEAK R.V.

39 (ha) (cms) (hrs) (mm) ID1= 1 (0005): ID2= 2 (0003): ================================================== ID = 3 (0008): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0007) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0008) OUTFLOW: ID= 1 (0007) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= ADD HYD (0013) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0020): ID2= 2 (0007): ================================================== ID = 3 (0013): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ADD HYD (0010) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0019): ID2= 2 (0013): ================================================== ID = 3 (0010): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 8 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= mm B= C=.822 used in: INTENSITY = A / (t + B)^C Duration of storm = 4.00 hrs Storm time step = min Time to peak ratio =.33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr CALIB

40 NASHYD (0001) Area (ha)= 1.74 Curve Number (CN)= 70.0 ID= 1 DT=10.0 min Ia (mm)= 5.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.22 Unit Hyd Qpeak (cms)=.302 PEAK FLOW (cms)=.128 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.353 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY CALIB STANDHYD (0017) Area (ha)=.37 ID= 1 DT= 3.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = NOTE: RAINFALL WAS TRANSFORMED TO 3.0 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 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 3.05 (ii) 9.55 (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* = 85.0 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 CALIB STANDHYD (0012) Area (ha)=.05 ID= 1 DT= 3.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.01.04

41 Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 2.96 (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: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 CALIB STANDHYD (0005) Area (ha)= 1.04 ID= 1 DT= 3.0 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)= 2.14 (ii) 4.66 (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: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 CALIB STANDHYD (0006) Area (ha)=.28 ID= 1 DT= 3.0 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)= 1.32 (ii) 2.29 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)=

42 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 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 RESERVOIR (0018) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0017) OUTFLOW: ID= 1 (0018) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 6.00 MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0020) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0012) OUTFLOW: ID= 1 (0020) RESERVOIR (0003) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.)

43 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0006) OUTFLOW: ID= 1 (0003) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= ROUTE CHN (0019) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning <- TRAVEL TIME TABLE --> DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) E E E E E E E E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0018) OUTFLOW: ID= 1 (0019) ADD HYD (0008) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0005): ID2= 2 (0003): ================================================== ID = 3 (0008): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0007) IN= 2---> OUT= 1 DT= 3.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0008) OUTFLOW: ID= 1 (0007) PEAK FLOW REDUCTION [Qout/Qin](%)= 6.46 TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)=.0592

44 ADD HYD (0013) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0020): ID2= 2 (0007): ================================================== ID = 3 (0013): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ADD HYD (0010) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0019): ID2= 2 (0013): ================================================== ID = 3 (0010): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY FINISH ===========================================================================================================

45 APPENDIX B OGS Sizing Summary Figure 1 - Pre-Development Storm Tributary Area Figure 2 - Post-Development Storm Tributary Area

46 Brief Stormceptor Sizing Report - Markdale Project Information & Location Project Name Markdale Project Number 2102 City State/ Province Ontario Country Canada Date 10/6/2016 Designer Information EOR Information (optional) Name Kevin Osinga Name Company Odan/Detech Company Phone # Phone # kevin@odandetech.com Stormwater Treatment Recommendation The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table. Site Name Markdale Target TSS Removal (%) 80 TSS Removal (%) Provided 93 Recommended Stormceptor Model STC 300 The recommended Stormceptor Model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution. Stormceptor Sizing Summary Stormceptor Model % TSS Removal Provided % Runoff Volume Captured Provided STC STC STC STC STC STC STC STC STC STC STC STC StormceptorMAX Custom Custom Stormceptor Brief Sizing Report Page 1 of 2

47 Sizing Details Drainage Area Total Area (ha) 1.31 Imperviousness % 85.0 Rainfall Station Name OWEN SOUND MOE State/Province Ontario Station ID # 6132 Years of Records 40 Latitude 44 35'N Longitude 80 56'W Water Quality Objective TSS Removal (%) 80.0 Runoff Volume Capture (%) Oil Spill Capture Volume (L) Peak Conveyed Flow Rate (L/s) Water Quality Flow Rate (L/s) Up Stream Storage Storage (ha-m) Discharge (cms) Up Stream Flow Diversion Particle Diameter (microns) Particle Size Distribution (PSD) The selected PSD defines TSS removal OK-110 Distribution % Notes Max. Flow to Stormceptor (cms) Specific Gravity Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules. Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed. For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance. For Stormceptor Specifications and Drawings Please Visit: Stormceptor Brief Sizing Report Page 2 of 2

48 Brief Stormceptor Sizing Report - Markdale Project Information & Location Project Name Markdale Project Number 2102 City State/ Province Ontario Country Canada Date 10/6/2016 Designer Information EOR Information (optional) Name Kevin Osinga Name Company Odan/Detech Company Phone # Phone # kevin@odandetech.com Stormwater Treatment Recommendation The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table. Site Name Markdale Target TSS Removal (%) 80 TSS Removal (%) Provided 82 Recommended Stormceptor Model STC 300 The recommended Stormceptor Model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution. Stormceptor Sizing Summary Stormceptor Model % TSS Removal Provided % Runoff Volume Captured Provided STC STC STC STC STC STC STC STC STC STC STC STC StormceptorMAX Custom Custom Stormceptor Brief Sizing Report Page 1 of 2

49 Sizing Details Drainage Area Total Area (ha) 0.37 Imperviousness % 70.0 Rainfall Station Name OWEN SOUND MOE State/Province Ontario Station ID # 6132 Years of Records 40 Latitude 44 35'N Longitude 80 56'W Water Quality Objective TSS Removal (%) 80.0 Runoff Volume Capture (%) Oil Spill Capture Volume (L) Peak Conveyed Flow Rate (L/s) Water Quality Flow Rate (L/s) Up Stream Storage Storage (ha-m) Discharge (cms) Up Stream Flow Diversion Particle Diameter (microns) Particle Size Distribution (PSD) The selected PSD defines TSS removal OK-110 Distribution % Notes Max. Flow to Stormceptor (cms) Specific Gravity Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules. Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed. For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance. For Stormceptor Specifications and Drawings Please Visit: Stormceptor Brief Sizing Report Page 2 of 2