PROPOSED COMMERCIAL DEVELOPMENT 217 TORONTO STREET SOUTH MARKDALE, ONTARIO. Job No ENGINEERING REPORT. Prepared For:

Transcription

1 PROPOSED COMMERCIAL DEVELOPMENT 217 TORONTO STREET SOUTH MARKDALE, ONTARIO Job No ENGINEERING REPORT Prepared For: 219 Toronto Street South Developments Inc. 150 Woodbine Avenue Suite 3005 Toronto, Ontario Prepared By: The Odan/Detech Group Inc. Original: April 18, 2018 Updated: July 4, 2018

2 MARKDALE, ONTARIO TABLE OF CONTENTS 1.0 BACKGROUND SERVICING DESIGN CONSIDERATIONS... 2 A) SANITARY WASTE WATER DISPOSAL... 2 B) WATER DISTRIBUTION... 4 C) STORM WATER MANAGEMENT EROSION CONTROL CONCLUSIONS REFERENCES APPENDIX A Visual OTTHYMO Pre-development flows Visual OTTHYMO Post--development flows APPENDIX B OGS Sizing Summary Arched Chamber Storm Water Storage 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 MARKDALE, ONTARIO BACKGROUND The property under study is a 0.76 ha site located on the east side of Toronto Street South (Hwy 10). The site is bound by single family residential/commercial to the west, an existing gas bar to the east and an open field to the north. Currently the site is a commercial development, some of which will be demolished for this development. It is proposed to develop the site with a drive-thru restaurant while maintaining the larger building (currently Foodland) and related parking for both buildings. 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 MARKDALE, ONTARIO SERVICING DESIGN CONSIDERATIONS A) SANITARY WASTE WATER DISPOSAL Existing Condition There is an existing 200mm sanitary sewer located in the center of Toronto Street and within an easement running along the north edge of the site, flowing southerly and then westerly where it crosses Toronto Street just south of Grey Gables and then flows to the sewage treatment plant. EXISTING SANITARY FLOW CALCULATIONS This program calculates the sanitary discharge from various land use As per the City of Toronto Guidelines TOTAL SITE AREA (ha) = 0.76 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 Motels,using 200/l/bed 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) Proposed Condition The proposed building will utilize the existing sanitary sewer located on Toronto Street. A connection to the easement was analyzed but the elevation did not provide enough cover for the proposed building, therefore, connecting further downstream was the more logical location. The existing Foodland will maintain its current connection. Refer to the following spread sheet for the estimated sanitary flow from the Site. Expected Peak Flow is 0.59 L/sec (domestic and infiltration). Therefore, since existing flows and proposed flows are equal there will not be any negative impact to the downstream sewers or treatment plant.

5 MARKDALE, ONTARIO 3 PROPOSED SANITARY FLOW CALCULATIONS This program calculates the sanitary discharge from various land use As per the City of Toronto Guidelines TOTAL SITE AREA (ha) = 0.76 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 RESIDENTIAL Single Family, using 3.5 persons/unit 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)

6 MARKDALE, ONTARIO 4 B) WATER DISTRIBUTION Existing Condition There is an existing 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 The site will utilize an existing 50mm copper water service capped at the property line in front of the site. The site has fire hydrants to the north and south within 90m of the proposed building which is sufficient for fir fighting protection. 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 non-sprinklered building constructed with ordinary construction. Fire flow demand 67 l/s 1057 usgm a) Average Day domestic demand - using 191L/cap/day 0.04 L/sec (17 persons, 1.1/persons/100m2) b) Peak day demand x daily demand 0.05 L/sec c) Peak hour demand x daily demand 0.10 L/sec d) Fire flow (Ordinary) - 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.

7 MARKDALE, ONTARIO 5

8 MARKDALE, ONTARIO 6 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:17232 BUILDING FOOT PRINT (m2): 265 Contents Charge # OF STOREYS Markdale Commercial 1 Non-Combustible -25% limited Combustible -15% Combustible 0% CONSTRUCTION CLASS: Ordinary Construction Free Burning 15% AUTOMATED SPRINKLER PROTECTION Credit Total NFPA 13 sprinkler standard no 0% Standard Water Supply no 0% 0% Fully Supervised System no 0% 0% Restaurant CONTENTS FACTOR: Limited Combustible CHARGE: -15% ` Rapid Burning 25% Seperation Charge EXPOSURE 1 (south) Distance to Exposure Building (m) m 25% 20% Gas Bar Length - Height m 20% EXPOSURE 2 (east) Distance to Exposure Building (m) > m 15% 0% Length - Height m 10% EXPOSURE 3 (west) Distance to Exposure Building (m) > % 0% Length - Height > 45 m 0% Total: EXPOSURE 4 (north) Distance to Exposure Building (m) 31 Food Store Length - Height 5% 25% 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 = 1.0 Fire Resistive A = 265 m2 STOREY AREAS m2 F = 3581 L/min 265 Round to Nearest 1000 L/min F = 4000 L/min must be > 2000 L/min CORRECTION FACTORS: OCCUPANCY -600 L/min FIRE FLOW ADJUSTED FOR OCCUPANCY 3400 L/min REDUCTION FOR SPRINKLER 0 L/min EXPOSURE CHARGE 850 L/min REQUIRED FIRE FLOW F = 4250 L/min Round to Nearest 1000 L/min F = 4000 L/min 1057 usgm F = 67 L/sec

9 MARKDALE, ONTARIO 7 C) STORM WATER MANAGEMENT Existing Condition The existing site is currently a mixture of asphalt area and grassed area. The asphalt area drains to Toronto Street via site catchbasins. The grassed portion of the site drains via overland towards the south/east. Proposed Condition The proposed development will convert the grassed area into an asphalt area (parking) and thus increasing the imperviousness of the site. It is proposed to drain the whole site, including the redeveloped area to Toronto Street at the same flow rate of only existing area that currently drains to Toronto Street in order to maintain the same flow rate within the existing storm sewers. Table 1 Existing Catchment Characteristics for the Site Area ID & Description Area (ha) Hydrograph Method % impervious imperviousness directly connected % CN Value Tp (Time to Peak) (hr) Area 1, Existing Food Store and Parking 0.52 StandHyd Area 2, Existing Commercial Roof 0.04 StandHyd Area 3, Grassed Area 0.20 n/a n/a n/a n/a - Area 1 existing food store and commercial was assumed uncontrolled roof top. Visual Otthymo was used to calculate the existing storm flows from the site to Toronto Street. Area 3 from above was not included in the below flows. 1 AREA 1 EX. PARKING AREA = AREA 4 PROP SITE AREA = AREA 2 EX BLDG AREA = 0.04 AREA = 0.76 ORIFICE PLATE 5 Existing Model Proposed Model

10 MARKDALE, ONTARIO 8 Table 2 - Existing Flows from Site to Toronto Street Storm Event Existing Site flows from Otthymo (l/s) SCS 6hr - 2 Year 47 SCS 6hr - 5 Year 110 SCS 6hr - 25 Year 150 SCS 6hr Year Year - Chicago 203 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 in the Appendix. 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 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 4, Entire Site, controlled 0.76 StandHyd

11 MARKDALE, ONTARIO 9 The below figure show the characteristics of the proposed orifice plate for the site. 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 Storage (ha.m) The following Table is a summary of the total peak storm flows for the SCS - 6hr 2, 5, 25 & 100 year design storms. Table 4 - Proposed Flows from Site to Toronto Street Storm Event Site flows from Otthymo (l/s) SCS 6hr - 2 Year 49 SCS 6hr - 5 Year 56 SCS 6hr - 25 Year 58 SCS 6hr Year Year - Chicago 59 The above table demonstrates the site can be controlled to pre-development flows. In order to control the flows surface and underground storage will be required.

12 MARKDALE, ONTARIO 10 The following table shows the required storage requirements for the site in order to maintain pre-development 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 & Loading Area 1 Parking Area Storage Calculations Surface 160m3 Pipes & Structures 13m3 Storage Chambers 50m3 Total 223m3 Drawdown Time Calculations 5 Year 109m3 (total storage) 63m3 (underground storage) = 46m3 (surface storage) Average orifice flow m3/s 46/0.053 = 868 sec = 14.5min Please note that there is no surface ponding during the 2 year storm event. Emergency Flows Emergency overflow scuppers on the roof to be placed at 0.15m above roof drains. 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. Emergency flow for the site will be to Toronto Street an elevation of via a ditch inlet which will allow water to escape, equal with the 0.30m maximum permitted depth. The proposed finished floor of the retail is well above the emergency flow elevation.

13 MARKDALE, ONTARIO 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 (%) Connection to Toronto Street STC

14 MARKDALE, ONTARIO 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 MARKDALE, ONTARIO 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 summarizes the SWM components of the proposed development. Table 7 - Summary Information Peak Sanitary Flow (L/sec) 0.59 Existing Flow from the Site (l/s) (2 year storm) 47 Proposed Flow from the Site (l/s) (2 year storm) 48 Total Storm Water Storage Required (m3) 236 Total Storm Water Storage Provided (m3) 236 Orifice Sizes 140mm Plate Water Quality STC 750

16 MARKDALE, ONTARIO REFERENCES 1. Storm water Management Planning and Design Manual, Ontario Ministry of the Environment, March The Ministry of Natural Resources Guidelines on Erosion and Sediment Control for Urban Construction Sites. Respectfully Submitted; The Odan Detech Group Inc. John Krpan M.S.C.E., P.Eng Kevin Osinga, C.E.T.

17 MARKDALE, ONTARIO APPENDIX A 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 MARKDALE, ONTARIO 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:\Work Projects\VO Dongle Driver\Visual OTTHYMO 2.3.3\voin.dat Output filename: P:\2017\17232\SWM\SET B\OTTHYMO\MARKDALE\PRE-DEV.out Summary filename: P:\2017\17232\SWM\SET B\OTTHYMO\MARKDALE\PRE-DEV.sum DATE: 7/4/2018 TIME: 9:51:55 AM USER: COMMENTS: **************************** ** SIMULATION NUMBER: 1 ** **************************** READ STORM Filename: C:\Work Projects\17232\SWM\SET A \OTTHYMO\MARKDALE\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 STANDHYD (0002) Area (ha)=.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 = 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

19 MARKDALE, ONTARIO Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.34 (ii) 3.09 (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 (0001) Area (ha)=.52 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)= 2.89 (ii) 8.38 (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

20 MARKDALE, ONTARIO CALIB STANDHYD (0004) Area (ha)=.76 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)= 3.24 (ii) 8.73 (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 ADD HYD (0003) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ================================================== ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0005) 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 (0004) OUTFLOW: ID= 1 (0005) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 3.00 MAXIMUM STORAGE USED (ha.m.)= **************************** ** SIMULATION NUMBER: 2 ** **************************** READ STORM Filename: C:\Work Projects\17232\SWM\SET A \OTTHYMO\MARKDALE\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

21 MARKDALE, ONTARIO CALIB STANDHYD (0002) Area (ha)=.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 = 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)=.96 (ii) 2.21 (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

22 MARKDALE, ONTARIO THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY CALIB STANDHYD (0001) Area (ha)=.52 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)= 2.07 (ii) 6.00 (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 (0004) Area (ha)=.76 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)= 2.32 (ii) 6.25 (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 ADD HYD (0003) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ================================================== ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.

23 MARKDALE, ONTARIO RESERVOIR (0005) 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 (0004) OUTFLOW: ID= 1 (0005) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 6.00 MAXIMUM STORAGE USED (ha.m.)= **************************** ** SIMULATION NUMBER: 3 ** **************************** READ STORM Filename: C:\Work Projects\17232\SWM\SET A \OTTHYMO\MARKDALE\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 STANDHYD (0002) Area (ha)=.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 = 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

24 MARKDALE, ONTARIO Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.85 (ii) 1.97 (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 CALIB STANDHYD (0001) Area (ha)=.52 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)= 1.84 (ii) 5.34 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** 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 (0004) Area (ha)=.76 ID= 1 DT= 3.0 min Total Imp(%)= Dir. Conn.(%)= 85.00

25 MARKDALE, ONTARIO 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)= 2.06 (ii) 5.56 (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 ADD HYD (0003) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ================================================== ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0005) 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 (0004) OUTFLOW: ID= 1 (0005) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 6.00 MAXIMUM STORAGE USED (ha.m.)= **************************** ** SIMULATION NUMBER: 4 ** **************************** READ STORM Filename: C:\Work Projects\17232\SWM\SET A \OTTHYMO\MARKDALE\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

26 MARKDALE, ONTARIO CALIB STANDHYD (0002) Area (ha)=.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 = 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)=.79 (ii) 1.82 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** 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 MARKDALE, ONTARIO CALIB STANDHYD (0001) Area (ha)=.52 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)= 1.71 (ii) 4.95 (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 (0004) Area (ha)=.76 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)= 1.91 (ii) 5.15 (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 ADD HYD (0003) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ================================================== ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY

28 MARKDALE, ONTARIO RESERVOIR (0005) 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 (0004) OUTFLOW: ID= 1 (0005) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 9.00 MAXIMUM STORAGE USED (ha.m.)= **************************** ** SIMULATION NUMBER: 7 ** **************************** 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 STANDHYD (0002) Area (ha)=.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 = 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

29 MARKDALE, ONTARIO Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)=.74 (ii) 1.70 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** 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 (0001) Area (ha)=.52 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)= 1.60 (ii) 4.62 (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 (0004) Area (ha)=.76 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)= 1.79 (ii) 4.81 (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!

30 MARKDALE, ONTARIO (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 ADD HYD (0003) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ================================================== ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0005) 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 (0004) OUTFLOW: ID= 1 (0005) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= FINISH ===========================================================================================================

31 MARKDALE, ONTARIO APPENDIX B OGS Sizing Summary Arched Chamber Storm Water Storage Figure 1 - Pre-Development Storm Tributary Area Figure 2 - Post-Development Storm Tributary Area

32 Brief Stormceptor Sizing Report - Tim Horton's Markdale Project Information & Location Project Name Tim Horton's Markdale Project Number City State/ Province Ontario Country Canada Date 4/10/2018 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 Target TSS Removal (%) 80 TSS Removal (%) Provided 84 Recommended Stormceptor Model STC 750 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

33 Drainage Area Total Area (ha) 0.76 Imperviousness % 85.0 Station Name State/Province Rainfall OWEN SOUND MOE Ontario Station ID # 6132 Years of Records 40 Latitude Longitude Particle Diameter (microns) 44 35'N 80 56'W Sizing Details Notes 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) Storage (ha-m) Particle Size Distribution (PSD) The selected PSD defines TSS removal Fine Distribution Distribution % Up Stream Storage Discharge (cms) Specific Gravity Up Stream Flow Diversion Max. Flow to Stormceptor (cms) 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

34 Prepared For: Project Information: Engineer: Calculations Performed By: Name Company Name Name Street Address Name Company Name Name Company Name Street Address City Street Address Street Address City State Zip City City State Zip State Zip State Zip Phone Date: (mm/dd) Phone Phone Fax Fax Fax Input Given Parameters Chamber Specifications Unit of Measure Metric Height mm Select Model Contactor 100HD Width mm Length 2.44 meters Stone Porosity 40.0% Installed Length 2.29 meters Number of Header Systems 1 Header Bare Chamber Volume 0.40 cu. meters Stone Depth Above Chamber 150 mm Installed Chamber Volume 0.81 cu. meters Stone Depth Below Chamber 150 mm Image for visual reference only.may not reflect selected model. Workable Bed Depth meters Bed Depth 0.90 meters Max. Bed Width meters Bed Width 9.65 meters Storage Volume Required cu. meters Storage Volume Provided cu. meters Materials List Bed Detail Contactor 100HD Stormwater System by CULTEC, Inc. Approx. Unit Count - not for construction 61 pieces HVLV SFCx2 Feed Connector 8 pieces Actual Number of Chambers Required 63 pieces CULTEC No. 410 Filter Fabric sq. meters Starter Chambers 9 pieces CULTEC No. 20L Polyethylene Liner 9.65 meters Intermediate Chambers 0 pieces Stone cu. meters End Chambers 54 pieces Number of Rows Wide 9 pieces Number of Chambers Long 7 pieces Chamber Row Width 9.04 meters Chamber Row Length meters Bed Width 9.65 meters Bed Length meters Bed Area Required sq. meters Bed detail for reference only. Not project specific. Not to scale. Use CULTEC StormGenie to output project specific detail. CULTEC, Inc. P.O. Box 280, Brookfield, CT USA Phone: Fax: Copyright CULTEC, Inc. - All rights reserved CULTEC SDC v

35 Project Name: Name Date: (mm/dd) Cross Section Detail Contactor 100HD Pavement 95% Compacted Fill Stone Above Chamber Height Stone Below Effective Depth Bed Depth 76 mm 205 mm 150 mm mm 150 mm mm mm Conceptual graphic only. Not job specific. A Depth of Stone Base mm Breakdown of Storage Provided by B Chamber Height mm Contactor 100HD Stormwater System C Depth of Stone Above Units mm Chambers cu. meters D Depth of 95% Compacted Fill mm Feed Connectors 0.02 cu. meters E Max. Depth of Cover Allowed Above Crown of Chamber 3.7 meters Stone cu. meters F Chamber Width mm Total Storage Provided cu. meters G Center to Center Spacing 1.02 meters CULTEC, Inc. P.O. Box 280, Brookfield, CT USA Phone: Fax: Copyright CULTEC, Inc. - All rights reserved CULTEC SDC v

36 TF= Ø AS EASEMENT 0 TF= Ø HM TO END OF FENCE PIN (LT) FENCE EXISTING DECORATIVE CONCRETE BLOCK BUILDING 0.2Ø 0.3Ø EXISTING 1 STOREY BLOCK GAS BAR 0.2 END OF FENCE ON LINE No. 219 TORONTO STREET SOUTH P N 42 I 'FOODLAND' DOOR SILL B HM FF= CONCRETE 9 INST GM DEMOLISH EXISTING EXISTING BLOCKBLOCK 1 STOREY 1 STOREY & SIDED BRICKBRICK & SIDED BUILDING BUILDING PIN 0.5Ø ,350 s.f ROW OF CONIFEROUS TREES GM CONCRETE 1.0 FENCE BOARD - A 1.0 BELL HYDRO POLE NO WIRE ATTACHED 1.17 (LT) 0.5Ø NW PIN BOLLARD GM Ø LINK BOLLARD CB= CB= Ø BOLLARD UNIT CHAIN 42 IB H&M FENCE ON LINE CHAIN LINK REFRIGERATION T) (L CORNER OF FENCE ON LINE POST & WIRE FENCE RM LINE mmØ STO BOARD FENCE INST. IN - FRAME ADDITION (LT) Ø BELL CORNER OF FENCE ON LINE VISIBLE ASPHALT UNDER WINTER CONDITIONS 0.1 TO FENCE IB m WIDE ROW OF CONIFEROUS TREES GUY SIB SIB 1649; BENT EAST POST & WIRE FENCE ON LINE 0.40Ø TO FENCE HP HP WIT 1.25 SOUTH Ø IB Ø Ø Ø FENCE WIRE & POST 4.1 (LT) (LT) P I N PIN (LT) PIN H M C O N C R E DOOR SILL TE A/C IN 0.3Ø AS (LT) PATIO CB= BELL SIB H&M BELL GUTTER REMOVED GUTTER CURB CURB EX. The Odan/Detech Group Inc. P: (905) F: (905) SOUTH SERVICE ROAD, BURLINGTON, ONTARIO, L7L 5K2 CURB EX. CURB GUTTER GUTTER REMOVED GUY MH CURB GUTTER MH= CURB CUT CB= CURB GUTTER 300mmØ STORM LINE CURB CUT 300mmØ STORM LINE mmØ CONCRETE CURB GUTTER SIDEWALK CENTERLINE OF ROAD MH= TORONTO MH= STREET SOUTH THE CB mmØ STORM LINE CONCRETE CURB GUTTER - EASEMENT PIN KING'S HIGHWAY N o. 10