THE ODAN/DETECH GROUP INC.

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1 THE ODAN/DETECH GROUP INC SOUTH SERVICE ROAD, BURLINGTON, ONTARIO L7L 5K2 TELEPHONE: (905) FACSIMILE: (905) PROJECT No. : FUNCTIONAL SERVICING REPORT FOR PROPOSED RESIDENTIAL DEVELOPMENT 2267 LAKESHORE ROAD, BURLINGTON, ON CLIENT: MILLINGTON & ASSOCIATES JOHN KRPAN, M.S.C.E., P.Eng. December 10, 2013 DATE ORIGINAL: December 10, 2013 _ UPDATED: _ File No Lakeshore Road FSR (Rev0)

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3 FUNCTIONAL SERVICING REPORT PROPOSED RESIDENTIAL DEVELOPMENT 2267 LAKESHORE ROAD, BURLINGTON, ON TABLE OF CONTENTS DESCRIPTION Page 1.0 INTRODUCTION Site Description DESIGN CONSIDERATIONS 2.1 SANITARY WASTE WATER DISPOSAL WATER DISTRIBUTION STORMWATER DRAINAGE & STORMWATER MANAGEMENT Allowable Flows Post Development Flow Analysis Water Quality CONCLUSION 10 APPENDIX A Figure 1 Pre Development Tributary Plan (City of Burlington Drainage Plan MDR-312) Figure 2 Post Development Tributary Plan Inlet Control Device Graph Post Development Visual OTTHYMO Input & Output (5 and 100 Storm Events) Underground Storage System Sizing Calculations StormCeptor Design PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

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5 - 1 - PROPOSED RESIDENTIAL DEVELOPMENT 2267 LAKESHORE ROAD BURLINGTON, ONTARIO FUNCTIONAL SERVICING REPORT 1.0 INTRODUCTION The Odan/Detech Group Inc. has been retained by the Owner/Developer, Millington & Associates, to prepare a Storm Water Management Report for the proposed Residential Development located at 2267 Lakeshore Road, Burlington, ON. 1.1 Site Description The property under study is located at 2267 Lakeshore Road, Burlington, ON. It is bounded by existing residential lands and Newbold Court to the north, existing residential to the east and west and Lakeshore Road to the south. At the present time, the site is comprised of an existing Residential home with grass and asphalt driveway. The land generally slopes from west to east and north to south towards an existing storm sewer system and headwall connected to the existing storm sewer system located on Lakeshore Road. It is proposed to develop the site for medium density residential. Refer to the Architectural site plan for further information regarding the proposed layout of the site including the building locations, asphalt, and concrete curbing, landscaping etc. Refer to the topographic survey by prepared by MacKay, MacKay, Peters for existing surface conditions. PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

6 DESIGN CONSIDERATIONS: 2.1 SANITARY DISPOSAL: SANITARY SEWER SERVICING: EXISITNG SITE CONDITIONS: The existing site is currently occupied by single family residential home. The sanitary sewer discharges to Lakeshore Road West via an existing lateral service which connects to the existing 200 dia. trunk main located within an easement to the east of the property. The sanitary sewer located within the easement discharges to the existing sanitary sewer located on Lakeshore Road. PROPOSED SITE CONDITIONS: The proposed site will consist of 5 Town homes with driveway access and landscaping. The sanitary sewer will discharge to the existing sanitary sewer located within the sanitary easement to the east. A new sanitary lateral will replace the existing lateral service which will discharge further to the south of the current location. There are no other connections available for the existing and proposed development. Proposed Flows: Based on Region of Halton Design Criteria for Sanitary Sewers the proposed development will have a Density of single family residential with a Population/Hectare of 55 persons per hectare. Based on the above criteria the total proposed flow from the site will be 0.28 L/sec, refer to Table below for additional information. PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

7 - 3 - PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

8 WATER DISTRIBUTION: Based on the above sanitary review the domestic water demand is very small << 1 L/sec. thus domestic flow is not an issue. Refer to the spread sheets below for the fire flow requirements. The exact house construction has not been determined. We are assuming ordinary construction. The analysis is based on the FUS (Fire Underwriters Survey) 1999 manual. There is one supply point surrounding the subject Site and is described below: 1) Lakeshore Road West has a 300 mm water-main on the south side of the R.O.W. and is connected to a well gridded network; Hydrants are located on the south side of Lakeshore Road. It is proposed to remove the existing water service and replace it with a new 150 mm main which will be extended into the site with a new hydrant added. 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 size of the feeder main these pressures and flows should be achieved. According to the MOE criteria the allowable pressures are as follows: Condition Allowable Pressures (kpa) min. max. 1) Min. Hour ) Peak Hour ) Peak Day + Fire Flow Fire flow demand 83 L/sec 1316 usgm (worst case) Based on the analysis below and proposed buildings a minimum of 83 L/sec would be required for fire flows. Therefore we believe the existing system can deliver this flow at the required pressure. A flow test will be performed to determine the available pressures and flows. PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

9 - 5 - The following spread sheets are the FUS 1999 fire flow calculations for specified units. WATER SUPPLY FOR PUBLIC FIRE PROTECTION, FIRE UNDERWRITERS SURVEY GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOWS F = 220 x C x A UNIT 1 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: 2267 Lakeshore Road, Burlington PROJECT: Millington & Associates OBC OCCUPANCY: Residential PROJECT No BUILDING FOOT PRINT (m2): 310 Contents Charge # OF STOREYS 2 SINGLE FAMILY CONDO UNITS Non Combustible 25% limited Combustible 15% Combustible 0% CONSTRUCTION CLASS: ORDINARY 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% ` Rapid Buring 25% CONTENTS FACTOR: Non Combustible CHARGE: 20% Seperation Charge EXPOSURE 1 (south) residential Distance to Exposure Building (m) m 25% 0% Length Height m 20% EXPOSURE 2 (east) Distance to Exposure Building (m) m 15% 20% Length Height m 10% EXPOSURE 3 (west) Distance to Exposure Building (m) % 15% Length Height > 45 m 0% Total: EXPOSURE 4 (north) Distance to Exposure Building (m) 2.4 Length Height 25% 60% no more than 75% ARE BUILDINGS CONTIGUOUS: no 8000 L/min (minimum) FIRE RESISTANT BUILDING Are vertical openings and exterior vertical communications protected with a minimum one (1) h CALCULATIONS C = 1 ORDINARY A = 310 m2 () STOREY AREAS m2 F = 3873 L/min 155 Round to Nearest 1000 L/min F = 4000 L/min must be > 2000 L/min CORRECTION FACTORS: OCCUPANCY 800 L/min FIRE FLOW ADJUSTED FOR OCCUPANCY 3200 L/min REDUCTION FOR SPRINKLER 0 L/min EXPOSURE CHARGE 1920 L/min REQUIRED FIRE FLOW F = 5120 L/min Round to Nearest 1000 L/min F = 5000 L/min 1321 usgm F = 83 L/sec PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

10 - 6 - WATER SUPPLY FOR PUBLIC FIRE PROTECTION, FIRE UNDERWRITERS SURVEY GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOWS F = 220 x C x A UNIT 5 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: 2267 Lakeshore Road, Burlington PROJECT: Millington & Associates OBC OCCUPANCY: Residential PROJECT No BUILDING FOOT PRINT (m2): 310 Contents Charge # OF STOREYS 2 SINGLE FAMILY CONDO UNITS Non Combustible 25% limited Combustible 15% Combustible 0% CONSTRUCTION CLASS: ORDINARY 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% CONTENTS FACTOR: Non Combustible CHARGE: 20% ` Rapid Buring 25% Seperation Charge EXPOSURE 1 (south) residential Distance to Exposure Building (m) m 25% 15% Length Height m 20% EXPOSURE 2 (east) Distance to Exposure Building (m) m 15% 10% Length Height m 10% EXPOSURE 3 (west) Distance to Exposure Building (m) % 25% Length Height > 45 m 0% Total: EXPOSURE 4 (north) Distance to Exposure Building (m) 15 Length Height 15% 65% no more than 75% ARE BUILDINGS CONTIGUOUS: no 8000 L/min (minimum) FIRE RESISTANT BUILDING Are vertical openings and exterior vertical communications protected with a minimum one (1) h CALCULATIONS C = 1 ORDINARY A = 310 m2 () STOREY AREAS m2 F = 3873 L/min 155 Round to Nearest 1000 L/min F = 4000 L/min must be > 2000 L/min CORRECTION FACTORS: OCCUPANCY 800 L/min FIRE FLOW ADJUSTED FOR OCCUPANCY 3200 L/min REDUCTION FOR SPRINKLER 0 L/min EXPOSURE CHARGE 2080 L/min REQUIRED FIRE FLOW F = 5280 L/min Round to Nearest 1000 L/min F = 5000 L/min 1321 usgm F = 83 L/sec PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

11 STORM WATER DRAINAGE & STORMWATER MANAGEMENT Storm water management for the site will be established based on current site conditions and City of Burlington area drainage map, MDR-312 as provided by the City of Burlington. Refer to Appendix A for copy of MDR-312. Presently, storm drainage from the site outlets to an existing storm sewer and headwall outlet located at the south east corner of the development. Flow to this sewer includes a portion of existing lands to the north, east and west which is conveyed via an existing drainage ditch located along the east side of the property. This drainage ditch will remain and will continue to convey flows to the Lakeshore Road storm sewer Allowable Flows Pre Development Flows: The pre-development allowable flows were based on the following: Design storm data for the City of Burlington is as follows: 5 Year Storm: I 5 = /(t c +5) where t c = 10min. I 5 = 88.1 mm/hr 100 Year Storm: I 100 = /(t c +5) where t c = 10min. I 100 = mm/hr Thus the following allowable flow rates have been established based on the Rational Method as per City of Burlington design standards for Design Flows: TABLE 1 - Allowable Discharge Design Storm Area (ha) C Composite Intensity (mm/hr) Q ( l/s ) 5 YEAR YEAR A tc = 10min. was chosen due to the location of the site, size of the development and proximity to existing infrastructure. PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

12 Post Development Flow Analysis For the purposes of post development analysis the site will be considered in detail See following Table 2 for description and characteristics of the post development system. TABLE 2 Area ID Catchment Descriptions for the Post-Developed Site Description 1 Roof tributary area, controlled flow via storm sewer and underground storage. 2 Landscape tributary area, controlled flow via storm sewer and underground storage. 3 Asphalt tributary area, controlled flow via storm sewer and underground storage. 4 Landscape tributary area, uncontrolled flow to headwall. 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 each catchment. TABLE 3 Catchment Characteristics for the Post-Developed Site Area No. Area (ha) Hydrograph Method % impervious imperviousness directly connected % Loss Method for Pervious Area CN for Pervious Area Initial Abstraction for Pervious Area (mm) Time to Concentration (hr) 1, 2, Standhyd SCS NASHYD - - SCS TOTAL Refer to Figure 2 in Appendix A for post-development tributary areas. In order to maintain post development flows at or below the levels of 34.3 l/s-5 year, 48.3 l/s- 100 Year, orifice controls will be required. The stage/storage/discharge properties used to model the flow controls for this site are shown in the Table below. This information, along with the surface characteristics of the areas will be used in the Visual OTTHYMO software program to determine the storage requirements and discharge from the orifice controlled area. The ICD is sized using the orifice equation based on the head (m) and the allowable discharge in (l/s). This will limit the amount of flow that is released into the storm sewer. The stage is PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

13 - 9 - representative of the maximum head on a 100-year storm within the underground storage tanks. Therefore the stage will be the difference in elevation of the maximum 100-year ponding elevations and the invert of the proposed orifice. Refer to the Visual OTTHYMO Schematic Model and the detailed output file in Appendix A for further details. TABLE 4 Post Development Flows Post Development Flows Design Storm (l/s) Pre-development Flows (l/s) 5 Year Year YEAR - The total discharge from the development will be limited to 22 l/s which is less than 34 l/sec allowable. 100 YEAR - The total discharge from the development will be limited to 31 l/s which is less than 34 l/s (5 Year), allowable and 48 l/sec (100 Year). Therefore, there is sufficient storage capacity on site to store the 100 year storm event from the 5 year pre-development levels to 5 Year post development. In order to achieve the required storage an underground storage tank/bed capable of storing 40m 3 will be required. Refer to Appendix A for additional calculations on the underground storage system. Calculations within were based on Cultec Recharger V8 System; however, an underground system capable of similar stage-storage-discharge characteristics is considered an acceptable alternative. Alternative designs and drawings are to be approved by Odan/Detech for conformance to the design, further review by the approval authority may be required. PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

14 Water Quality The MOE Stormwater Management Practices Planning and Design Manual, 1994 requires 70% TSS removal for Level 2 protection as requested by The City of Burlington. The following analysis is based on continuous simulation for a period of approximately 10 years. TABLE 5 Location Prop OIL/GRIT MH 1 Stormceptor Sizing Stormceptor Model Annual Flow Capture (%) Annual TSS Removal (%) STC Using software provided by Stormceptor Canada Inc. using fine particle distribution the above Stormceptor models were chosen. See output file from Stormceptor in Appendix A. The Stormceptors to be used will contain 100% of oil spills that occur during a normal storm event and will meet MOE Level 1 Protection as per the MOE Stormwater Management Practices Planning and Design Manual, 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. 3.0 CONCLUSIONS The site is favourable for the proposed use and is serviceable with storm, sanitary and water mains available. There is gas and hydro available on Lakeshore Road for the proposed development. PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

15 APPENDIX A Figure 1 Pre Development Tributary Plan (City of Burlington Drainage Plan MDR-312) Figure 2 Post Development Tributary Plan Inlet Control Device Graph Post Development Visual OTTHYMO Input & Output (5 and 100 Storm Events) Underground Storage System Sizing Calculations StormCeptor Design PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

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17 Figure 1 - Pre Development Tributary Plan CITY DRAINAGE PLAN - MDR-312 PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

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19 Flow Parameters Head (m) 2 Flow (Lps) 30 Input desired parameters in green boxes at left and then refer to graphs below for corresponding flow curves. If your design criteria fall outside the maximum parameters of this flow curve calculator please contact your IPEX representative for your TEMPEST design. Head (m) TEMPEST VORTEX ICD CHARACTERISTICS WATER FLOW RATE (lps) AGAINST HEAD (m) TEMPEST LMF flow curve #1 3.0 VORTEX ICD OPENING SIZE Head (m) Flow rate (Lps)

20 Vortex Vortex ICD ICD Flow (Lps) Model Head TEMPEST (m) Model HF, HF Sump & MHF flow curve ICD plate sizing k= Q= gpm H= 6.56 ft openingd 4.06 in = 103 mm Model to use: in mm ICD Orifice 0 mm equivalent LMF Q (Lps) H (m) Q (Lps) H (m) Q (Lps) H (m) Model to use: #N/A mm (Head priority) Model to use: 105 mm (Flow priority) ICD Vortex #N/A Q (Lps) H (m) #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 1.6 Flow rate (Lps) #N/A #N/A #N/A #N/A Head (m) (For flow rates <30 Lps) # TEMPEST HF flow curve # Q (Lps) d (m) Std or A

21 Head (m) Flow rate (Lps) NOTE: GRAPH #3 IS AN EXPANDED VERSION OF GRAPH #2 TO BE USED FOR FLOW RATES ABOVE 30 Lps. The following results are best estimates and subject to change upon review by an IPEX design representative.

22 POST DEVELOPMENT VISUAL OTTHYMO INPUT AND OUTPUT 1 Area 1,2, 3, 4 AREA = 0.23 PeakFlow = Rear Yd/Ditch AREA = 0.12 PeakFlow = IPEX PLUG TYPE A AREA = 0.23 PeakFlow = Lakeshore Road AREA = 0.35 PeakFlow = PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

23 ======================================================================================== =================== 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 CALIB NASHYD (0004) Area (ha)=.12 Curve Number (CN)= 80.0 ID= 1 DT= 5.0 min Ia (mm)= 5.00 # of Linear Res.(N)= U.H. Tp(hrs)=.20 Unit Hyd Qpeak (cms)=.023 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:\2013\13233\swm\otthymo SET A\Post Development (Controlled).out Summary filename: p:\2013\13233\swm\otthymo SET A\Post Development (Controlled).sum PEAK FLOW (cms)=.005 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.322 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY RESERVOIR (0005) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) DATE: 12/6/2013 USER: TIME: 4:25:08 PM AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0001) OUTFLOW: ID= 1 (0005) COMMENTS: PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= **************************** ** SIMULATION NUMBER: 1 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= mm B= C=.764 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 (0001) Area (ha)=.23 ID= 1 DT= 5.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.53 (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 = ADD HYD (0003) = 3 AREA QPEAK TPEAK R.V (ha) (cms) (hrs) (mm) ID1= 1 (0005): ID2= 2 (0004): ================================================== ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 2 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= mm B= C=.761 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 (0001) Area (ha)=.23 ID= 1 DT= 5.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr ***** 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. Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.27 (ii) 6.06 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

24 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 NASHYD (0004) Area (ha)=.12 Curve Number (CN)= 80.0 ID= 1 DT= 5.0 min Ia (mm)= 5.00 # of Linear Res.(N)= U.H. Tp(hrs)=.20 Unit Hyd Qpeak (cms)=.023 PEAK FLOW (cms)=.011 (i) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT =.459 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY RESERVOIR (0005) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0001) OUTFLOW: ID= 1 (0005) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= ADD HYD (0003) = 3 AREA QPEAK TPEAK R.V (ha) (cms) (hrs) (mm) ID1= 1 (0005): ID2= 2 (0004): ================================================== ID = 3 (0003): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY FINISH ======================================================================================== =================== PROJECT No File No Lakeshore Road FSR (Rev0).doc THE ODAN/DETECH GROUP INC.

25 PREPARED FOR: CULTEC Recharger V8 Stormwater System Calculations v PROJECT INFORMATION: PROJECT NUMBER: Proposed Residential Development 2267 Lakeshore Road West Burlington, Ontario CALCULATED BY: DATE: 11/11/13 Square Bed Information Proposed bed layout of INPUT 3 Rows x 5 No. of Units per Row Given: INPUT Storage required 0 CF 40 m 3 total of two beds Stone base 6 inches mm Stone above 6 inches mm Chamber Spacing 6 inches mm No. of HVLV F110x4 Feed Connectors 10 units Stone Porosity 40 % Stone Border Width 1 feet m Assumptions Model Name Recharger V8IHD Intermediate Recharger V8 SHD Starter Recharger V8 EHD End HVLV F110x4 Feed Connectors Chamber Height Design Unit Height General Given Information Chamber Width Chamber Spacing Design Unit Width Chamber Volume per Linear Foot Design Unit Volume Installed Chamber Length inches feet inches inches feet cu. ft/ft cu. ft/ft feet mm m mm mm m cu. m/m cu. m/m m English Metric English Metric English Metric English 18 n/a 27.5 n/a n/a n/a Metric n/a n/a n/a n/a Calculated by: CULTEC, Inc. PO Box 280 Brookfield, CT PH: FX: tech@cultec.com

26 STORAGE PROVIDED WITHIN CULTEC RECHARGER V8HD AND HVLV V8HD STORMWATER CHAMBERS AND HVLV F-110X4 FEED CONNECTORS - not including stone Number of Recharger V8 IHD Intermediates by design = 9 pcs 9 pcs x 7.5 = feet m Number of Recharger V8 SHD Starters by design = 3 pcs 3 pcs x = feet m Number of Recharger V8 EHD Ends by design = 3 pcs 3 pcs x = feet m Number of HVLV F-110x4 Feed Connectors = 10 pcs 10 pcs x = 5.00 feet m Total footage of V8 chambers = feet m Total footage of HVLV F-110x4 Feed Connectors = 5.00 feet 1.52 m Storage provided within V8 chambers = CF m 3 Storage within HVLV F-110x4 Feed Connectors = 9.84 CF 0.28 m 3 Total Storage within CULTEC V8 chambers and feed connectors = CF m 3 STORAGE PROVIDED WITHIN ENTIRE CULTEC STORMWATER SYSTEM - including stone Bed width feet 5.49 m Bed length feet m Effective Bed depth (not including additional cover) 3.67 feet 1.12 m Total Area sq. ft m 2 Volume of Effective Excavation (not including additional cover) CF m 3 Min. Installed Depth (including min. cover) 4.67 feet 1.42 m Perimeter of Bed feet m Total Min. Excavation (including min. cover) 2828 CF m 3 Total Storage within CULTEC V8 chambers and feed connectors 834 CF m 3 Total Stone Required 1388 CF m 3 51 CY 72 tons Storage provided within stone CF m 3 Total Storage within CULTEC Stormwater System = 1390 CF m 3 Req. storage attained. CULTEC MATERIALS LIST MODEL Recharger V8 SHD Starter Heavy Duty Recharger V8 IHD Intermediate Heavy Duty Recharger V8 EHD End Heavy Duty HVLV F110x4 Feed Connectors CULTEC No. 410 Filter Fabric 7.5' W x 300' L (2.29 m W x m L) CULTEC No. 20L Polyethylene Liner Total Stone Call CULTEC for cost estimates and system design. Quantity Unit of Measure 3 pcs 9 pcs 3 pcs 10 pcs 1 rolls 72 feet 22 m 72 tons 39 cubic meters This calculator program is for estimation purposes only and should not take the place of a comprehensive engineering design. System calculations do not include materials required conventional pipe manifolds. The successful application and use of this software product is dependent on the application of skilled engineering judgment supplied by the user and/or their consultant. The user of this software must select input values suitable to describe their specific engineering situation. The information presented in the computer output is for review, interpretation, application, and approval by a qualified engineer who must assume full responsibility for verifying that all output is appropriate and correct. Any implied or expressed warranties covering this software program or user manual including warranties of merchantability or fitness for any particular purpose are expressed excluded. CULTEC, Inc. and any of its affiliates shall not be held liable for any special, incidental, consequential, indirect or other similar damages resulting from the use of this software. Use of this program constitutes acceptance of this liability agreement by the user. Reconfiguring the bed layout may effect actual storage provided. Contact CULTEC Technical Assistance at or for further assistance. Copyright CULTEC, Inc. All rights reserved. Last updated: Calculated by: CULTEC, Inc. PO Box 280 Brookfield, CT PH: FX: tech@cultec.com

27 Created on: 12/11/2013 Job # The following information is based on a CULTEC Recharger V8 Stormwater System with these parameters: 40 stone void (%) 3 number of rows sq. ft. area m ft. of chambers m 5 ft. of feed connectors 1.52 m The system includes the following components: 3 pcs of HVLV V8SHD Starter Units 3 pcs of HVLV V8EHD End Units 9 pcs of Recharger V8IHD Intermediate Units 10 pcs of HVLV F110x4 Feed Connectors INCREMENTAL STORAGE FOR CULTEC RECHARGER V8 SYSTEM STONE ABOVE STONE BASE ELEVATION Top of System inches BOTTOM OF SYSTEM Chamber Volume per inch HVLV F110 Volume per inch Stone Volume per inch Cumulative Storage per inch Total Cumulative Storage per inch Total Cumulative Storage per m inches cu. ft. cu. ft. cu. ft. cu. ft. cu. ft. cu. ft m 3 m 3 m 3 m 3 m 3 m 3 Incremental Elevation m you will need to manually add to stone base if it is other than 6" by inserting rows above the 6 and copying up the formulas. Calculated by: CULTEC, Inc. PO Box 280 Brookfield, CT PH: FX: tech@cultec.com

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