THE ODAN/DETECH GROUP INC.

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1 5230 SOUTH SERVICE ROAD, BURLINGTON, ONTARIO L7L 5K2 TELEPHONE: (905) FACSIMILE: (905) PROJECT No : FUNCTIONAL SERVICING REPORT FOR BOLTON DISTRIBUTION CENTRE, COLERAINE DRIVE & HEALEY ROAD TOWN OF CALEDON, ONTARIO CLIENT: CANADIAN TIRE JOHN KRPAN, MSCE, PEng August 8 th, 2011 DATE ORIGINAL: April 11, 2011 UPDATED: August 8, 2011 FILE No Bolton Distribution Center FSR (DRAFT Revision 2)doc

2 FUNCTIONAL SERVICING REPORT FOR BOLTON DISTRIBUTION CENTRE, COLERAINE DRIVE & HEALEY ROAD TOWN OF CALEDON, ONTARIO TABLE OF CONTENTS DESCRIPTION page 10 INTRODUCTION 1 20 SCOPE OF WORK 1 30 DESIGN CONSIDERATIONS 2 A) Sanitary Disposal 2 B) Water Distribution 4 C) Storm Water Management And Storm Drainage 8 D) Traffic 16 E) Soils Report Conclusions References 17 Appendix A 18 Existing Site Aerial view of Site and surrounding Site Appendix B Visual Otthymo Input/output Files Appendix C Site Plan Figure 1 Figure 2 Figure 3 Figure 4 Showing the proposed development Plan Showing Existing Services On adjacent Roads Plan Showing proposed sanitary service Plan Showing proposed water service Plan Showing proposed SWM and storm sewer system

3 1 April 11, 2011 FUNCTIONAL SERVICING REPORT FOR BOLTON DISTRIBUTION CENTRE, COLERAINE DRIVE & HEALEY ROAD TOWN OF CALEDON, ONTARIO 10 INTRODUCTION: The property under study is a 7167 ha (1771 acre) site at the north west corner of Coleraine Drive and Healey Road, Town of Caledon The development is bounded by open field to the west, Healey Road to the south, Coleraine Drive to the east and existing industrial to the north The site is presently agricultural field (see aerial view) There are two watercourses traversing the site The watercourses converge just before crossing under Healey Road It is proposed to redevelop the Site into a large scale distribution centre Refer to the Conceptual site plan (Glenn Piotrowski Architect) for further information regarding the proposed layout of the site including the building location, asphalt, and concrete curbing etc The property slopes from north to south with an approximate 10% slope 20 SCOPE OF WORK: was retained by, CANADIAN TIRE, to review the site, collect data, evaluate the site for the proposed industrial use and present the findings in a Functional Servicing Report in support of a Rezoning and Site Plan Application The scope of work in brief involves the following: a) Collecting existing servicing drawings from the Town of Caledon and Region of Peel in order to establish availability and feasibility of site servicing; b) Meetings/conversations with Town Planners & Engineers, TRCA and Town Consultants c) Evaluation of the data and presentation of the findings in a Functional Servicing Report

4 2 30 DESIGN CONSIDERATIONS: A) SANITARY DISPOSAL: The Table below shows the summary of the sanitary flow calculations The redevelopment of the Site will utilize the existing sanitary sewer on Coleraine Drive The existing servicing sewers are shown on Figure 2 Appendix A There are no existing sanitary sewer connections to the Site The proposed redeveloped site will consist of 14M ft 2 Distribution Centre with ancillary buildings, vehicle parking, trailer parking and outdoor storage This is the only land use proposed for the Site The above statistics were compiled by Glenn Piotrowski Architect The proposed land use sanitary flows were calculated using the Region of Peel Sanitary Design Guidelines See the following spread sheet below for more details of the calculations Note, not all of the Site area will contribute to infiltration We conservatively estimate 30 ha Based on table 1 below the maximum sanitary flow is 405 L/sec including infiltration For comparison the Mechanical consultant has estimated the water consumption (domestic) to be 400 usgm (25 L/sec) while table 1 shows 405 L/sec domestic sewage flow Thus this analysis can be considered conservative A 300 mm Ø sewer at 050% has a full flow capacity of 69 L/sec Refer to Figure 2 for the Sanitary sewer system to the site and through the site The minimum sewer slope will be 050% and end runs 10 %

5 3 Table 1 Expected Sanitary Flows SANITARY FLOW CALCULATIONS SCENERIO: 1) Industrial Warehouse This program calculates the sanitary discharge from various land use As per the Region of Peel Guideline FILL IN COLOURED CELLS AS REQUIRED INDUSTRIAL SITE AREA (ha) = 7167 RESIDENTIAL SITE AREA (ha) = 0 TOTAL SITE AREA for infiltration (ha) = 30 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 RESIDENTIAL Density 1, using 86 person/site area RESIDENTIAL Density 2, using 170 persons/site area RESIDENTIAL Density 3, using 270 persons/site area RESIDENTIAL Density 3, using 27 persons/unit RESIDENTIAL Density 4, using 400person/site area RESIDENTIAL Density 4, using 27 persons/unit COMMERCIAL, Using 136 persons/ha COMMERCIAL, Using 11 persons/100 m2 OFFICES, Using 33 persons/100 m2 INDUSTRIAL, Using 2 persons/100 m TOTAL V1= Q1= 000 Q2= 3446 Q = (MqP/86400) + A * I (L/sec) Qinfil 600 Qtot 4046 Q1= total flow from Residential Land Use (L/sec) where : P is population Q2= total flow from Industrial Land Use (L/sec) q = 303 L/person/day for residential and Qinfil = total flow from infiltration (L/sec) q = 303 L/person/day for INDUSTRIAL Qtot = total flow (Land use + infiltration) A = gross site area for infiltration i = 020 L/sec/ha (infiltration rate) V1= Total Volume from Land Use in liters Peaking Factor M = 1 + [14 / (4 + (P/1000,1/2))]

6 4 B) WATER DISTRIBUTION: DESIGN CONSIDERATIONS- The unit rate and peaking factors of water consumption, minimum pipe size and allowable pressure in line were established from the Region of Peel criteria The water distribution system is shown on Figure 3 The Water demands were calculated as follows: note that the Region water per capita is 300 while the Sanitary is 303 for Industrial They are almost the same a) Average Day domestic demand L/sec Refer to the Sanitary calculations (2837 persons) b) Peak day demand - 2 x daily demand 200 L/sec c) Peak hour demand - 30 daily demand 300 L/sec d) Fire Flow - to be calculated by Fire consultant For comparison the Mechanical consultant has estimated the water consumption (domestic) to be 400 usgm (25 L/sec) while above peak hour domestic flow shows 300 L/sec OK The following is an evaluation of fire fighting for the site as given by Civelec Consutants "WATER SUPPLY FOR FIRE FIGHTING ANALYSES BY CIVELEC CONSULTANTS: Civelec Consultants Inc was mandated to prepare a preliminary water supply analyses for fire protection purposes Water demand: The final water demand for fire-fighting will be depended on the types of products stored in the plant, the height of storage the storage configuration and the design of fire protection system We can assume that the water demand will be in the range of 3000 to 4000 us gpm As the plant will require relatively high pressures and fire pumps will be required for a cost effective design, the water supply of approximately 4000 us gpm should be available at 20 psi The preliminary study is based on AECON water supply study prepared for the Region of Peel The site is located on a major water supply line having a 750 mm diameter The water to this line is supplied by number of pumping stations A 300 mm distribution main is located parallel to the main line It should be possible to interconnect the main line to the distribution line near the plant to increase the water supply capacity if needed As the main distribution line is feeding the area the probability for a long period impairment is

7 5 minimal The distribution line is looped by distribution mains and should be relatively simple to isolate any impairment Based on the AECON report the water supply should be adequate to meet the psi demand Due to the configuration the water supply is considered reliable In addition a new pumping station/reservoir is planned to be installed near this location, that would increase the water system supply reliability The water supply is evaluated to be adequate and no major expenses are expected to be added to the construction due to inadequate water supply " Water Service for the Site : Refer to Figure 3 for the water distribution to the site The connecting watermain will be the existing 300 mm line on the east side of Coleraine Drive The premise of the water supply to the site is reliability Reliability means that if a particular line breaks or needs servicing a second line is available to service the site The service to the site will have mm lines At the connection with the Region watermain the two service lines will be separated by a control valve on the City main If the north section needs servicing the south section can supply the water In the site the two mains will be routed to the control building At the control building the system will be routed and looped around the site back to the control building In addition the water supply will be pumped to the desired pressure Again the loop will ensure a reliable supply 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 203 psi) Fire pumps will be required to lift the flow to the upper levels of the Plant DESIGN CRITERIA: The following data was used in the design of the system 10 Transient Pressures The proposed watermain will be designed to withstand pressures up to 1380 kpa (200 psi) which is sufficient to withstand the maximum operating pressure of 200 psi, plus any transient pressure it may be subjected to The pipes and joints have also been designed to withstand the maximum operating pressure plus the surge pressure that would be created by stopping a water column moving at 06 m/s The transient pressure surge in a PVC Class 200 DR 14 pipe for s 06m/s water column is 35 psi

8 6 20 Pipe Strength The proposed watermain pipe material is PVC Class 200 DR14 conforming to CSA B1373 and AWWA C900 Loading calculations for pipe strength are based on the internal pressures of the system The pipe stiffness values for the specified pipe class are relatively high; therefore deflection from static and/or live loads is not a critical design factor For watermain pipe material consisting of PVC Class 200 DR14 conforming to CSA B1373 and AWWA C900, the maximum internal pressure is 200 psi with a long term FS of 25 and 4 for short term surge pressures 30 Fire Hydrants All hydrants shall be 3-way hydrants and shall be spaced as detailed on the engineering drawings All hydrants shall be in accordance with the approved watermain materials list be dry-barrel type in accordance with AWWA C502: Dry-Barrel Fire Hydrants be 3-way, two nozzles which are 180 to each other and parallel to the street and a 100mm pumper STORZ connection facing the street open as per Region Standard All new hydrants that open left shall be painted with a black L symbol on the bonnet have a 25mm top operating nut size be painted as per Region Standard (barrel, bonnet and hose nozzle caps) and the STORZ connection painted black be controlled by a secondary valve close-coupled to the hydrant have a hydrant lead of 150mm from the watermain to the hydrant be installed plumb and in accordance with the Region Standard drawing which provides adequate thrust blocking to prevent movement caused by thrust forces The water table is not expected to rise above the hydrant drain ports 40 Valves The watermain has been designed such that there are minimum 2 gate valves at each T- intersection and 3 at cross intersections All gate valves shall be in accordance with the Region s approved watermain materials list which conforms to AWWA standards 50 Air Release and Vacuum Release Valves Not applicable 60 Valve, Meter and Blow-off Chambers Not applicable

9 7 70 Separation Distances from Contamination Sources The watermain has been located such that there is a minimum of 25m horizontal separation from the nearest sewer 80 Restraints Thrust blocks in accordance with Region Standard Drawings have been proposed at all tees, line valves, hydrants and bends The thrust forces have been calculated using the maximum pressure allowable for the pipe class (200 psi) Concrete for thrust blocks shall be 30 MPa poured on undisturbed ground Where thrust blocks cannot be laid to undisturbed ground due to excessive sewer excavation or fill conditions, mechanical joint restrainers shall be used in conjunction with concrete thrust blocks Any section of watermain that is not pressure tested against thrust blocks (eg connection pieces), shall be required to use mechanical joint restrainers at the tee connections in addition to the concrete thrust block We have reviewed the thrust block design based on Region Standard Drawing for a 200mm watermain at a 45 degree bends and plugs For the thrust force resulting from 200 psi pressure (max pressure for pipe class), the bearing strength of the undisturbed soil must be a minimum of 1935 lbs/sq ft using an inherent safety factor of 15 The bearing strength of the native material on the site is estimated to be a minimum of 3000 lbs/sq ft thereby providing the required bearing capacity for the minimum size of thrust block specified in the Region Standard drawing Other Design Considerations The watermains within the proposed site shall be installed in accordance with the current Region specifications and requirements If there is a crossing of the watermain and a sewer, the watermain shall cross above the sewer with sufficient vertical separation to allow for proper bedding and structural support of the watermain, (05m minimum) In cases where there is a conflict with the elevation of the sewer and the watermain such that the watermain cannot cross above the sewer, the watermain has been designed to cross below the sewer subject to the following conditions a) There shall be a minimum vertical separation of 05m between the bottom of the sewer pipe and the top of the watermain, b) The watermain shall be lowered below the sewer using vertical thrust blocks and restraining joints, c) The length of the watermain pipe shall be centered at the point of crossing so that the joints are equidistant and as far as possible from the sewer, and d) The sewer shall be adequately supported to prevent joint deflection and settling

10 8 C) STORM WATER MANAGEMENT AND STORM DRAINAGE: 10) INTRODUCTION The site is presently agricultural field (see aerial view) There are two watercourses traversing the site The watercourses converge just before crossing under Healey Road The property slopes from north to south with an approximate 10% slope The SWM for this site will follow the guidelines of the Bolton Community Plan, Employment Lands and North Hill Supermarket Site, Comprehensive Environmental Impact Study and Management Plan, Phase 2 report, Aquafor Beech Limited, September 17, 2010 To our knowledge the above mentioned Aquafor Beech report has not been adopted by the Town, Region or Conservation Authority 20) CRITERIA QUALITY CONTROL: Since the Site is 7167 ha (> 025 ha) water quality needs to be addressed A SWM Pond will be required Quality control will follow MOE 2003 guidelines The Aquafor Beech report suggests a SWM pond for this site located in approximately the same location as shown in our Figure 4 QUANTITY CONTROL: POST DEVELOPMENT: 1 Release into the water course flows from the Post developed Site at the predevelopment level for a 2 year to Regional Storm event 2 Utilize LID methods in the Landscape areas 3 Utilize roof top and parking lot storage to limit piping size and pond size 4 Utilize minor flow sewer system to the SWM Pond 5 Provide a suitable overland flow route to the SWM Pond for Regional storm DISCUSSION: As indicated on the Site Plan by Glenn Piotrowski Architect, this development will consist of a large Industrial building with ancillary buildings and the related parking/storage The site soil is a Clayey Silt Till and or a clay till This assumption is based on geotechnical study performed by Trow, Geotechnical Consultants The soils are not conducive to large scale infiltration, thus Infiltration was ruled out as a major means of Storm water Management

11 9 The Aquafor Beech report September 17, 2010 estimates the percolation rate at less than 2 mm/hr At this rate the LID are ineffective Based on the Trow report the soils are predominately Clayey Silt till which support the Aquafor Beech report The redevelopment of the Site will have multiple level roof system See Site Plan Appendix A The roofs will be used for storage The maximum storage depth will be limited to 150 mm in a sloped roof The roof areas will have emergency scuppers in case of blockage The detained flow will discharge to the storm sewer on site The site parking and Building roof areas will be utilized in the SWM of the site along with the SWM Pond 20) ANALYSIS RAINFALL DATA The following storm design data for the Town of Caledon will be used to evaluate the storm runoff: 2 Year to 100 year AES 6 hr storms created from data from the Lester B Pearson rainfall Gauge (Environment Canada Gauge # ) Regional Storm based on Hurricane Hazel PRE-DEVELOPMENT CONDITIONS VISUAL OTTHYMO PRE-DEVELOPMENT MODEL 1 Existing flow from north&east AREA = Flow from site (exist) AREA = flow to Healy Rd culvert AREA = 1470

12 10 TABLE 3 Catchment Characteristics for the Pre-Developed Site Watershed Description Area (ha) CN perv % Imperv % Imperv Directly Connected Imperv Length(m) perv Slope(%) imperv perv imperv Losses perv Tp (hr) Existing Site SEE INPUT 1 1 NASHYD Existing north and east External Area SEE INPUT 1 2 STANDHYD SCS - Total: 1470 Note: Tp= (2-1) 2 (Tc) = 05 x 108 = 054 hr (Aquafor Beech recommends n=2) Tc = L Vc = = 3929 sec = 65 min = 108 hr where L is length of drainage basin (m) and Vc is the velocity from "Uplands method for time of concentration" taken as 028 m/sec for 10% slope and cultivated row POST-DEVELOPMENT CONDITIONS VISUAL OTTHYMO POST-DEVELOPMENT MODEL 9 Existing Area to North AREA = channel area north AREA = 10 4 Roof Area AREA = Parking & Landscape area AREA = Roof top storage AREA = Parking storage AREA = AREA = SWM Pond AREA = 730 Channel area north east AREA = Existing Area to North-east AREA = Flow to culvert Healy Rd AREA =

13 11 Using Visual Otthymo Model (see below and output in Appendix B) Refer to table 4 for the post development catchment areas TABLE 4 Catchment Characteristics for the Post-Developed Site Watershed Description Area (ha) CN perv % Imperv % Imperv Directly Connected Imperv Length(m) perv Slope(%) imperv perv imperv Losses perv Tp (hr) Roofs SEE INPUT 1 1 STANDHYD SCS - Parking / storage Existing north External Area Existing north east External Area Channel northwest and north east SEE INPUT 1 1 STANDHYD SCS SEE INPUT 1 1 STANDHYD SCS SEE INPUT 1 1 STANDHYD SCS SEE INPUT 1 NASHYD 054 Total: 1470 The following is the roof top stage/volume/discharge relationship used in the Post Development Visual Otthymo model Relationship for Rooftop Control Devices Roof Drains Area of Roof = m 2 Number of Weirs = Head (m) Volume (m 3 ) Discharge (l/s) Based on 2 weirs per drain at 038 l/sec per 254mm of head per drain (Control-Flo Zurn ZCF-121 by Zurn)

14 12 MOE POND CALCULATIONS Bolton Distribution Center Quality/Quantity Pond Drainage Area: 73 ha % Impervious: 85 % Storage Volume for Impervious Level: 250 (m 3 /ha) Pond Volume: m 3 Extended Detention Volume: 2920 m 3 Permanent Pool Volume: m 3 Q weir = 18 x L x (head)^15 Stage Discharge orifice 1 orifice 2 Elevation Increment: 010 m 010 AREA OF POND (m2) = Orifice Coefficient: Orifice area Length of Weir L = 850 Orifice Size: 525 mm 600 Weir elevation = Orifice Invert 242 m nd orifice elev = Elevation Description Bottom Elevation (m) Top Elevation (m) Volume (m 3 ) Discharge orifice1 (m 3 /s) Discharge orifice2 (m 3 /s) Discharge weir (m 3 /s) Total Discharge (m 3 /s) Stage (m) Permanent Pool Top of Extended Pool Weir Top of Pond Summary Permanent Pool Volume (m 3 ) Extended Pool Volume (m 3 ) Required Provided Forebays Micropool Storm Event Storage Volume Required (m 3 ) HGL Elevation (m) 25 mm Regional

15 13 Table 5 Post-development Flows from Visual Otthymo Model Results and comparison to Predevelopment Flows: Bolton Warehouse Pond Outlet at Healey Road Design Event Note post is less than pre The low level orifice can be tweaked in the final design Water Quality: Q (predevelopment) (m3/sec) Q (post development) (m3/sec) Regional Table 6 SUMMARY OF POND DESIGN MOE 2003, TOWN & CONSERVATION DESIGN ELEMENT REQUIRED PROVIDED DRAINAGE AREA (ha) 10 ha (preferred) 73 ha PERMENANT STORAGE m m 3 EXTENDED STORAGE 1) Quality 2) Quantity (regional storm ) 2920 m m m m 3 FOREBAY DEPTH 10 m 10 m FOREBAY AREA < 33% OF TOTAL PERMANENT POOL 25 % PERMANENT POOL DEPTH MAX 30 m 13 m FREE BOARD FROM TOP OF POND TO 100 YR HGL 030 m 035 m OUTLET PIPE MIN 450 mm DIA 600 mm DIA ORIFICE MIN 100 mm DIA 525 mm DIA ACTIVE STORAGE DEPTH MAX FOR QUALITY 15 m 040 m FOREBAY SETTLING LENGTH 60 m 58 m DRAWDOWN TIME Minimum 12 hr Preferred 24 hr 25 hr CLEAN OUT FREQUENCY 10 YEARS -

16 14 FOREBAY SETTLING CALCULATIONS: DIST = r Q p V s = 2* = 163 m r = 2 Q p = 043 m 3 /sec from Otthymo or DIST = 8 Q d V f = 8*478 3 (05) = 11 m d=3 m V f = 05 m/sec Q=478 m 3 /sec (10 yr) Therefore the forebay length should be greater than 16 m, provided 80m ok See outflow hydrographs below for pond which will show the approximate draw down time Visual OTTHYMO Hydrograph Plots Post Development Run Number 1 NHYD= Precip(mm/hr) Flow(cms) Time(hours) TABLE 7: POST DEVELOPMENT STORAGE REQUIREMENTS FROM VISUAL OTTHYMO STORM EVENT ROOF STORAGE (m3) Required Max estimated PARKING LOT STORAGE (m3) Required Max estimated SWM POND STORAGE (m3) Required Max estimated 2 year year year year year year REGIONAL

17 15 DIVERSION OF CHANNELS: The two channels that traverse the site will need to be diverted The channel corridors will be 20 m as shown on Figure 4 appendix C The final channel slopes and grading will be determined at final design The east channel is presently 706 m in length at a slope of 059% The west channel is presently 1312 m in length at a slope of 093% The re-routed channel are as follows: East - 051% West % Q region = 705 m3/sec each channel (from Visual Otthymo 100 yr storm is highest) Profile east channel: trapezoidal min 3:1 sides with 15 m bottom depth using n = 040 & s=051% = 105 m With average v=131 m/sec Calculated max shear is 52 N/m2 At corners double the shear to 104 N/m2 With vegetation type B the permissible shear is 100 N/m2 which is > 52 N/m2 At corners rip-rap will be required D50 = 300mm or vegetation type A Profile west channel: trapezoidal min 3:1 sides with 20 m bottom depth using n = 040 & s=067% = 099 m With average v=144 m/sec Calculated average shear is 65 N/m2 At corners double the shear to 130 N/m2 With vegetation type B the permissible shear is 100 N/m2 which is > 65 N/m2 At corners rip-rap will be required D50 = 300mm or vegetation type A Notes: 1 The shear at bends is calculated as λ b = K b x λ d where λ b is shear on bend, λ d is maximum shear on straight and K b is a magnifying factor which is 20 max for minimum bend ratio of 20 The bend shear can be reduced in the final design 2 Rip-rap and or the proper vegetation will be decided with the Landscape Architect 3 Channel meander can be accomplished in select areas 4 Micro pools can be incorporated in select locations in the channel bottom 5 Channel corridor may be reduced upon final design 6 We are not in receipt of any document/report that instructs us how to handle the existing channels The channels must be relocated in order to proceed with this project

18 16 WATER HARVEST: Due to the soils having percolation rates less than 2mm/hr any LID in the parking/driveway area has to be ruled out LID in the landscape areas can be accomplished, however due to percolation rates as low as indicated the effectiveness of the LID is diminished We recommend water harvest Discussions with the project Mechanical Consultant led to a cistern which will take roof water and hold 40,000 usg (151 m3) which will be used for irrigation and possible truck washing The tank will be buried underground and have an overflow to the storm sewer system The rate of consumption will be determined upon final design RECOMMENDATIONS: The site should utilize roof top storage if at all possible If roof top storage is not utilized then a larger Pond will be required Parking area should be graded to maximize surface storage Overland flow route is to be utilized to the SWM Pond LID be utilized in the Landscape Area to meet the Master Drainage Plan criteria Water harvest cistern is to be used for landscape sprinkler system SWM Pond be utilized for water quality/quantity as detailed above Route existing channels as shown on the preliminary design drawings Utilize meanders and micro pools where possible D) TRAFFIC: A traffic impact study has been completed by the BA Group The Site Plan reflects this study F) SOILS REPORT: A geotechnical study has been performed by Trow, Geotechnical Consultants dated December 7th, CONCLUSIONS: From our investigation the Site is serviceable with sanitary and storm sewers & water supply for domestic and fire fighting purposes In addition gas and hydro services are available There is adequate access from Coleraine Drive and Healey Road The site is favourable for the proposed Development as shown on the Site Plan

19 17 50 REFERENCES: 1 Bolton Community Plan, Employment Lands and North Hill Supermarket Site, Comprehensive Environmental Impact Study and Management Plan, Phase 2 report, Aquafor Beech Limited, September 17, Regional Municipality of Peel, Bolton Urban Community Water and Wastewater Analysis, AECOM, Markham office, Revision 4, Final Report, March Storm water Management Planning and Design Manual, Ontario Ministry of the Environment, March Geotechnical Investigation, Coleraine Drive and Healey Road, Bolton, Ontario, Trow Associates Inc, December 7, 2010

20 18 APPENDIX A Existing Site Aerial view of Site and surrounding Site

21 Subject Site and Surrounding Area

22 APPENDIX B Visual Otthymo Input/output Files

23 VISUAL OTTHYMO INPUT/OUTPUT FILES 2 Year To 100 Year Storms And Regional Storm Pre-development Condition

24 ======= 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 232\voindat Output filename: C:\Users\John Krpan\Documents\PROJECTS\10232-CTC-Warehouse-Bolton\ Otthymo_Functional\Predevelopmentout Summary filename: C:\Users\John Krpan\Documents\PROJECTS\10232-CTC-Warehouse-Bolton\ Otthymo_Functional\Predevelopmentsum DATE: 4/4/2011 TIME: 3:31:02 PM USER: COMMENTS: **************************** ** SIMULATION NUMBER: 1 ** **************************** READ STORM Filename: C:\Users\John Krpan\Documents\PROJECTS \10232-CTC-Warehouse-Bolton\ Otthymo_Functional\2Y6STM Ptotal= 3600 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 (0002) Area (ha)= 7500 Curve Number (CN)= 880

25 ID= 1 DT= 30 min Ia (mm)= 400 # of Linear Res(N)= 200 UH Tp(hrs)= 54 NOTE: RAINFALL WAS TRANSFORMED TO 30 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)= 3605 PEAK FLOW (cms)= 1406 (i) TIME TO PEAK (hrs)= 3350 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 427 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0001) Area (ha)= 7200 ID= 1 DT= 30 min Total Imp(%)= 7800 Dir Conn(%)= 7800 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)=

26 over (min) Storage Coeff (min)= 1383 (ii) 2096 (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* = 870 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 RV (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 2 ** **************************** READ STORM Filename: C:\Users\John Krpan\Documents\PROJECTS \10232-CTC-Warehouse-Bolton\ Otthymo_Functional\5Y6STM Ptotal= 4781 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 (0002) Area (ha)= 7500 Curve Number (CN)= 880 ID= 1 DT= 30 min Ia (mm)= 400 # of Linear Res(N)= 200 UH Tp(hrs)= 54 NOTE: RAINFALL WAS TRANSFORMED TO 30 MIN TIME STEP ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN

27 hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr Unit Hyd Qpeak (cms)= 3605 PEAK FLOW (cms)= 2266 (i) TIME TO PEAK (hrs)= 3350 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 511 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0001) Area (ha)= 7200 ID= 1 DT= 30 min Total Imp(%)= 7800 Dir Conn(%)= 7800 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 1235 (ii) 1871 (ii) Unit Hyd Tpeak (min)= Unit Hyd peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)=

28 TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 870 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 RV (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 3 ** **************************** READ STORM Filename: C:\Users\John Krpan\Documents\PROJECTS \10232-CTC-Warehouse-Bolton\ Otthymo_Functional\10Y6STM Ptotal= 5569 mm Comments: 10yr/6hr TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0002) Area (ha)= 7500 Curve Number (CN)= 880 ID= 1 DT= 30 min Ia (mm)= 400 # of Linear Res(N)= 200 UH Tp(hrs)= 54 NOTE: RAINFALL WAS TRANSFORMED TO 30 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 Unit Hyd Qpeak (cms)= 3605 PEAK FLOW (cms)= 2884 (i) TIME TO PEAK (hrs)= 3300 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 555 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0001) Area (ha)= 7200 ID= 1 DT= 30 min Total Imp(%)= 7800 Dir Conn(%)= 7800 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 1162 (ii) 1760 (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* = 870 Ia = Dep Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT

30 (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY ADD HYD (0003) = 3 AREA QPEAK TPEAK RV (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 4 ** **************************** READ STORM Filename: C:\Users\John Krpan\Documents\PROJECTS \10232-CTC-Warehouse-Bolton\ Otthymo_Functional\25Y6STM Ptotal= 6559 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 (0002) Area (ha)= 7500 Curve Number (CN)= 880 ID= 1 DT= 30 min Ia (mm)= 400 # of Linear Res(N)= 200 UH Tp(hrs)= 54 NOTE: RAINFALL WAS TRANSFORMED TO 30 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 Unit Hyd Qpeak (cms)= 3605 PEAK FLOW (cms)= 3692 (i) TIME TO PEAK (hrs)= 3300 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 601 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0001) Area (ha)= 7200 ID= 1 DT= 30 min Total Imp(%)= 7800 Dir Conn(%)= 7800 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 1088 (ii) 1649 (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* = 870 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 RV (ha) (cms) (hrs) (mm)

32 ID1= 1 (0002): ID2= 2 (0001): ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 5 ** **************************** READ STORM Filename: C:\Users\John Krpan\Documents\PROJECTS \10232-CTC-Warehouse-Bolton\ Otthymo_Functional\50Y6STM Ptotal= 7300 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 (0002) Area (ha)= 7500 Curve Number (CN)= 880 ID= 1 DT= 30 min Ia (mm)= 400 # of Linear Res(N)= 200 UH Tp(hrs)= 54 NOTE: RAINFALL WAS TRANSFORMED TO 30 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

33 Unit Hyd Qpeak (cms)= 3605 PEAK FLOW (cms)= 4314 (i) TIME TO PEAK (hrs)= 3300 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 629 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0001) Area (ha)= 7200 ID= 1 DT= 30 min Total Imp(%)= 7800 Dir Conn(%)= 7800 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 1043 (ii) 1580 (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* = 870 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 RV (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY

34 **************************** ** SIMULATION NUMBER: 6 ** **************************** READ STORM Filename: C:\Users\John Krpan\Documents\PROJECTS \10232-CTC-Warehouse-Bolton\ Otthymo_Functional\100Y6STM Ptotal= 8031 mm Comments: 100yr/6hr TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0002) Area (ha)= 7500 Curve Number (CN)= 880 ID= 1 DT= 30 min Ia (mm)= 400 # of Linear Res(N)= 200 UH Tp(hrs)= 54 NOTE: RAINFALL WAS TRANSFORMED TO 30 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

35 Unit Hyd Qpeak (cms)= 3605 PEAK FLOW (cms)= 4939 (i) TIME TO PEAK (hrs)= 3300 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 653 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0001) Area (ha)= 7200 ID= 1 DT= 30 min Total Imp(%)= 7800 Dir Conn(%)= 7800 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 1004 (ii) 1521 (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* = 870 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 RV (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 7 ** **************************** READ STORM Filename: C:\Users\John Krpan\Documents\PROJECTS \10232-CTC-Warehouse-Bolton\

36 10232-Otthymo_Functional\HAZELSTM Ptotal=21200 mm Comments: Hurricane Hazel for the last 12 hrs of t TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0002) Area (ha)= 7500 Curve Number (CN)= 880 ID= 1 DT= 30 min Ia (mm)= 400 # of Linear Res(N)= 200 UH Tp(hrs)= 54 NOTE: RAINFALL WAS TRANSFORMED TO 30 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