North Gower), City of Ottawa, Ontario

Civil  Geotechnical  Structural  Environmental  Industrial Health & Safety

210 Prescott Street, Unit 1 (613) 860-0923 P.O. Box 189 Kemptville, Ontario K0G 1J0 FAX: (613) 258-0475

STORM WATER REPORT

PROPOSED DOG KENNEL 5673 FOURTH LINE ROAD RIDEAU (NORTH GOWER), CITY OF OTTAWA, ONTARIO

PREPARED FOR:

JOE GIBSON 2800 HARBISON ROAD K0A 2Z0 RICHMOND, ONTARIO

PROJECT # 100754

DISTRIBUTION:

4 copies – City Of Ottawa 1 copy – Joe Gibson 1 copy – Kollaard Associates Inc.

Revision 0 - Issued for Site Plan Control January 25, 2013

Professional Engineers Authorized by the Association of Professional Engineers Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 2 ─ File No. 100754

Table of Contents

Introduction ...... 3 Current (Pre-development) Site Conditions ...... 3 Pre-Development Off Site Drainage ...... 4 Proposed Property Use ...... 4 Storm Water Quantity Analysis ...... 4 Pre-Development Baseline Conditions ...... 6 Post-Development Stage...... 6 Controlled Areas ...... 7 Impervious Ratio ...... 8 Storm water Release Rate from Uncontrolled Areas ...... 8 Allowable Controlled Area Release Rate ...... 8 Storage and Release Rate ...... 9 Sediment and Erosion Control ...... 10

Related Drawings

Drawing # 100754 -SP – Site and Erosion Control plan # 100754 - GS - Grading and Servicing Plan

Attachments

Figure 1 - Controlled and Uncontrolled areas

Appendix A Stormwater Management - Rational Method Allowable Controlled Area Release Rate Appendix B Stormwater Management - Rational Method Calculation Sheet Actual Discharge Rate and Storage Volume Requirements Appendix C Dry / Infiltration Pond Volume and Discharge Rates

Civil • Geotechnical • Structural • Environmental • Hydrogeology

Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 3 ─ File No. 100754

INTRODUCTION

Joe Gibson has retained the services of Kollaard Associates Inc. to provide a storm water management design system for the proposed commercial building development at a site along the Northeast side of Fourth Line Road about 650 metres northwest of Century Road, North Gower, Ottawa, Ontario. The proposed commercial building development will consist of about a 1655 square metre dog kennel building completed with access and parking owned and operated by Joe Gibson.

It is understood that the site is subject to the following stormwater management criteria:  The post development runoff rate from the site is to equal the predevelopment runoff rate from the site assuming a runoff coefficient of C = 0.3 for the five year storm and C = 0.375 for the 100 year storm predevelopment conditions;  An enhanced level of treatment is required for the site. No additional mitigation for temperature is required; and  The receiving body of water for the roadside ditch along the southwest side of the site. The roadside ditch outlets to a municipal drain about 1.4 kilometres southeast of the site.

In general the stormwater management design consists of directing the runoff by sheet flow away from the proposed building to shallow swales which will outlet to shallow dry ponds along the southwest side of the site. The dry ponds will outlet to the road side ditches through sand berms which will provide filtration and flow restriction

CURRENT (PRE-DEVELOPMENT) SITE CONDITIONS

The proposed development site is located on the Northeast side of the Fourth Line Road in North Gower, Ottawa, Ontario, see attached Key Plan Figure 1. The proposed development site consists of a about 8723 square metres portion of the about 71 hectare property commonly known as 5673 Fourth Line Road, North Gower, Ottawa, Ontario. The site is currently used as farming land.

Based on the existing ground cover and soil characteristics, the pre-development runoff coefficient will be taken as C = 0.3 for the 5 year and C = 0.375 for the 100 year storm for the purposes of this stormwater management design.

Civil • Geotechnical • Structural • Environmental • Hydrogeology

Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 4 ─ File No. 100754

Existing stormwater runoff in general consists of uncontrolled sheet flow to the ditch along the southwest side of the site.

PRE-DEVELOPMENT OFF SITE DRAINAGE

The site generally slopes from northeast to southwest. Based on the existing drainage patterns of the properties surrounding the site, there is no offsite runoff being directed to the site.

PROPOSED PROPERTY USE

The proposed development of the site consists of about a 1655 square metre kennel building. The proposed building will be serviced by a Asphaltic concrete surfaced driveway and parking area. The asphaltic concrete surface driveway and parking area will have a combined area of some 536 square metres. Runoff from the controlled area portions of the site will be directed towards the shallow dry ponds along the southwest side of the site and will be released at a controlled rate to the existing roadside ditch along the southwest side of the site.

STORM WATER QUANTITY ANALYSIS

Peak Flow for runoff quantities for the Pre-Development and Post-Development stages of the project were calculated using the rational method. The rational method is a common and straightforward calculation, which assumes that the entire drainage area is subject to uniformly distributed rainfall. The formula is:

CiA Q  360

Where Q is the Peak runoff measured in m3/s

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Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 5 ─ File No. 100754

C is the Runoff Coefficient, Dimensionless A is the runoff area in hectares i is the storm intensity measured in mm/hr

The Runoff Coefficient, C, is a measure of the amount of rainfall that converts to surface runoff. For example a value of C=1 represents a condition in which all rainwater would leave the area under study as surface runoff. None of the water would infiltrate or evaporate during a rainfall event. However, a value of C=0.5 is used when it is estimated that only half of the water leaves the area as surface runoff. The other half would infiltrate or evaporate on site.

The Storm Intensity, i, is a function of geographic location, and is a measure of average rainfall quantity. Storm Intensity values consider three factors: storm intensity, time period of storm event, and return period of storm. These factors are represented by Intensity – Duration – Frequency Curves (IDF Curves).

All values for intensity, i, for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport. For this project two return periods, were considered. The 5-year event and the 100-year event. The formulas for each are:

5-Year Event

998.071 i  0.814 tc  6.05

100-Year Event

1735.688 i  0.82 tc  6.014

where tc is time of concentration

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Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 6 ─ File No. 100754

Pre-Development Baseline Conditions

The pre-development baseline runoff rate was established using the rational method. From Appendix 5-D of the City of Ottawa Storm Sewer Design Guideline, the time of concentration was determined to be thirty-one minutes for the 5 year design storm and 28 minutes for the 100 year design storm. The longest distance of travel for the area contained within the limit of development is approximately 144 metres with a slope of about 1 percent and a C factor of 0.3 and 0.375 for the 5 year and 100 year design storms respectively. A Thirty-one minute duration yields an intensity of 52.74 mm/hr for a 5-year storm event a 28 minute duration yields and intensity of 96.27 mm/hr for a 100-year storm event from the IDF curve. The pre-development runoff coefficient was set to C = 0.30 for the five year storm and C = 0.375 for the 100 year storm to model the undeveloped grass and tree covered surfaces.

The total allowable runoff for the site based on the pre-development conditions and the stormwater management criteria: CiA Q  360 For the 5-year Storm event = (0.30 x 52.74 x 0.8723)/360 = 0.0384 m3/s = 38.40 Litres per second For the 100-year Storm event = (0.375 x 96.27 x 0.8723)/360 = 0.0875 m3/s = 87.50 Litres per second

Post-Development Stage

The proposed development is to consist of a 1655 square metre Kennel building as well as 536 square metres of asphaltic concrete surfaced pavement and 6532 square metres of landscaping including the dry pond areas. The post-development site has been divided into controlled and uncontrolled areas for the purpose of stormwater management design. The uncontrolled area includes the areas where the flow is not being controlled by the stormwater management design.

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Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 7 ─ File No. 100754

The controlled areas include all the areas that are being retained and controlled in the post development stormwater management design.

Runoff from the development area, including the roof top runoff and asphaltic concrete surfaced driveway, is to be directed into the proposed dry ponds designed to attenuate the flow rate to that of pre-development conditions. The uncontrolled runoff associated with proposed development is to drain as sheet flow in existing drainage patterns to the roadside ditch along Fourth Line Road. The uncontrolled area consists of the landscape area surface along the backside of the berms at the edge of the development area as illustrated in Figure 2.

The proposed stormwater management system, indicated in the site grading and drainage drawing, consists of:  Two shallow dry ponds complete with outlet control consisting of a sand berm and overflow weir; 

Controlled Areas The controlled areas are those areas where the runoff is directed by sheet flow to the proposed dry ponds on both sides of the site and include the building, driveway and the parking area. The post- development areas and C factors are summarized in the table below.

Table I Post Development Area and C Factors Coefficient of Runoff Description 5-year 100-year Area m2 Area (ha) 8723 0.872 TOTAL DEVELOPED AREA 8723 0.872 Total Building Area 1655 Controlled Building Areas 0.9 1 1655 0.166 Total Landscape Area (Grass, Shrub, Tree, Pond) 6532 Controlled Landscape Area 0.3 0.375 6088 0.609 Uncontrolled Landscape Area 0.3 0.375 444 0.044 Total Asphalt & Gravel - Parking & Roadways 536 Controlled Asphalt 0.9 1 536 0.054 Uncontrolled Gravel 0.7 0.875 14 0.001 Controlled Area Weighted Avg. C 0.46 0.54 8265 0.826 Uncontrolled Area Weighted Avg. C 0.31 0.39 458 0.046

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Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 8 ─ File No. 100754

Impervious Ratio

The impervious ratio, the total impervious area divided by the total area, is about 25.1 percent of the developed site.

Storm water Release Rate from Uncontrolled Areas

The average runoff coefficient is C=0.31 for the 0.046 hectares of uncontrolled area for the 5 year storm. A post-development time of concentration of 31 minutes corresponds to a storm intensity of 52.74 mm/hr on the 5-year storm IDF curves. The average runoff coefficient is C=0.375 for the 100 year storm event which yields a time of concentration of 28 minutes which in turn corresponds to an intensity of 96.27 mm/hr from the IDF curves. The runoff rate from the uncontrolled area was therefore calculated using the Rational Method as:

CiA Q  360

3 Quncontrolled=0.0021 m /s (2.1 L/s) for a 5-year storm event; and

3 Quncontrolled=0.0048m /s (4.8 L/s) for a 100-year storm event;

Allowable Controlled Area Release Rate

The allowable controlled area release rate is equal to the total allowable release rate from the site based on the pre-development baseline conditions for the 5 year storm event. The releasable flow rate from the controlled area is:

Qcontrolled = Qtotal allowable - Quncontrolled

For the 5-year Storm event

Qcontrolled = 38.4 – 2.1 = 36.0 L/s

For the 100-year Storm event

Qcontrolled = 87.5 – 4.8 = 82.1 L/s

The allowable controlled area release rate for the site is summarized in Appendix A.

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Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 9 ─ File No. 100754

STORAGE AND RELEASE RATE

Calculations for the required volume of on-site stormwater storage as a function of the allowable maximum release rate, are presented in Appendix B. The storage volume provided by the proposed dry pond and the discharge rate from storage are presented in Appendix C.

There are two proposed dry ponds indicated on the Kollaard Drawing 100754. The dry ponds are of similar size and configuration. The catchment areas are also similar for both ponds with about half of the runoff from the building and parking area going to each pond. Therefore to simplify the storm water design, the area and volume of the two ponds were combined into one large pond during storage and outlet release rate calculations.

The calculation of required storage is an iterative process: the required storage is related to the release rate, the release rate is dependent on the head of water above the control device, which is in turn dependent on the storage volume. The release rate from the dry pond is controlled by means of the exfiltration rate through the sand berm. The sand berm will be constructed with coarse sand core having a percolation rate "T" equal to 2 protected with a geotextile fabric and riprap as shown on drawing # 100754 GS.

The discharge rate through the sand berm is controlled by the permeability of the sand core. The seepage through the weir is calculated using Darcy's Law and is equal to projected surface area of the weir x permeability (720 mm/hr) x ((sum of weir thickness and average head on weir )/weir thickness).

In the first iteration, the release rate from storage was set equal to the “allowable controlled area release rate”. With this release rate, the required storage was 140.4 cubic metres as indicated in column 8 of the table in Appendix B. Through iteration a maximum release rate of 0.0039 m3/sec with a corresponding storage requirement of 283.0 cubic metres was required.

Req’d storage = (Controlled site runoff – Storage release rate) x Rainfall Duration

The maximum storage volume required (i.e. maximum value in column 8) was determined to be 283 m3, during the 100-year design storm. The maximum storage requirement during the 5 year design

Civil • Geotechnical • Structural • Environmental • Hydrogeology

Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 10 ─ File No. 100754 storm was 133.5 m3. From Appendix C the corresponding storage depths within the pond are about 0.30 m and 0.40 m for the 5 and 100 year design storms respectively.

The dry ponds were designed to meet the storage requirements for all storm events up to and including the design 100 year storm event.

The extents of the storage areas for the 5-year and 100-year storm events are indicated on the grading plan.

SEDIMENT AND EROSION CONTROL

It is considered that the responsibility of implementing the sediment and erosion control measures is that of the Landowner. The landowner is to make the contractor retained to complete the works aware of the sediment and erosion control measures and to ensure the contractor installs and maintains them.

The site in general is relatively flat. In order to limit the amount of sediment carried in stormwater runoff from the site during construction, it is recommended to install a silt fence along the top of the existing ditch on the southwest side of the property, as well as along the southeast property line as shown in Kollaard Drawing # 100754 – SP (Site and Erosion control plan). The silt fence may be polypropylene, nylon, and polyester or ethylene yarn.

If a standard filter fabric is used, a wire fence supported on must back it posts not over 2.0 m apart. Extra strength filter fabric may be used without a wire fence backing if posts are not over 1.0 m apart. Fabric joints should be lapped at least 150 mm (6") and stapled. The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench, to prevent flow under the fence. Sections of fence should be cleaned, if blocked with sediment and replaced if torn.

The exposed landscaped areas of the site should be seeded with a rapid growing grass mixture as soon as possible. The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible.

The silt fences should only be removed once the site is stabilized and vegetation is established.

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Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 ─ 11 ─ File No. 100754

These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction.

The erosion control plan is considered to be a "living" document in that adjustments can be made as required should these measures prove to be insufficient at the request of the Conservation Authority, City of Ottawa, or Engineer.

We trust that this report provides sufficient information for your present purposes. If you have any questions concerning this report or if we can be of any further assistance to you on this project, please do not hesitate to contact our office.

Sincerely,

Jan 25, 2013

______Steven deWit, P.Eng. Kollaard Associates, Inc.

Civil • Geotechnical • Structural • Environmental • Hydrogeology

Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 File No. 100754

APPENDIX A STORMWATER MANAGEMENT - RATIONAL METHOD ALLOWABLE CONTROLLED AREA RELEASE RATE

Civil • Geotechnical • Structural • Environmental • Hydrogeology

APPENDIX A: STORMWATER MANAGEMENT MODEL RATIONAL METHOD CALCULATION SHEET - CA-1 Client: Joe Gibson, Kennel Building Job No.: 100754 Location: 5673 Fourth Line Road, OTTAWA, ON Date: January 25, 2013 Design Criteria: Pre-Development Site Area Total 0.872 hectares Controlled 0.872 hectares Uncontrolled 0.046 hectares Time of Concentration, (Pre) Tc 5 year= 31 minutes Time of Concentration, (Pre) Tc 100 year = 28 minutes Pre-Development C-5year = 0.300 Pre-Development C-100year= 0.375

Post-Development Site Area Total 0.872 hectares Controlled 0.826 hectares Uncontrolled 0.046 hectares Post-Development C (Controlled) 5-year= 0.46 Post-Development C (Uncontrolled) 5-year= 0.31 Post-Development C (Controlled) 100-year= 0.54 Post-Development C (Uncontrolled) 100-year= 0.39 Time of Concentration, (Post) Tc 5 year= 26 minutes Time of Concentration, (Post) Tc 100 year = 23 minutes

5 YEAR STORM I = 52.74 mm/hr CALCULATED OUTFLOW RESTRICTION = 0.0384 m3/s (note 1) 100 YEAR STORM I = 96.27 mm/hr CALCULATED OUTFLOW RESTRICTION = 0.0875 m3/s (note 1)

5 YEAR STORM RUNOFF EVENT ALLOWABLE CONTROLLED AREA RELEASE RATE CALCULATION

PRE-DEVELOPMENT POST-DEVELOPMENT ALLOWABLE RAINFALL RAINFALL PEAK CONTROLLED UNCONTROLLED TOTAL RELEASE RATE DURATION INTENSITY RUNOFF PEAK RUNOFF PEAK RUNOFF PEAK FLOW 3 3 3 3 3 (min.) (mm/hr) (m /s) (m /s) (m /s) (m /s) m /s

2 182.7 0.1328 0.192 0.00726 0.1994 0.0311 4 152.5 0.1109 0.160 0.00606 0.1664 0.0323 6 131.6 0.0956 0.138 0.00523 0.1436 0.0331 8 116.1 0.0844 0.122 0.00461 0.1267 0.0338 10 104.2 0.0757 0.110 0.00414 0.1137 0.0342 15 83.6 0.0607 0.088 0.00332 0.0912 0.0350 20 70.3 0.0511 0.074 0.00279 0.0767 0.0356 26 59.4 0.0431 0.062 0.00236 0.0648 0.0360 31 52.7 0.0383 0.055 0.00210 0.0576 0.0363 40 44.2 0.0321 0.046 0.00176 0.0482 0.0366 80 26.6 0.0193 0.028 0.00106 0.0290 0.0373

Allowable release rate from the controlled area of the site for a 5 year storm event based on a post-development Time of concentration of 26 minutes is 0.0360 m3/s (note 2)

100 YEAR STORM RUNOFF EVENT ALLOWABLE CONTROLLED AREA RELEASE RATE CALCULATION

2 315.0 0.286 0.390 0.0156 0.4059 0.0719 4 262.4 0.238 0.325 0.0130 0.3381 0.0745 6 226.0 0.205 0.280 0.0112 0.2912 0.0763 8 199.2 0.181 0.247 0.0099 0.2567 0.0776 10 178.6 0.162 0.221 0.0089 0.2301 0.0787 15 142.9 0.130 0.177 0.0071 0.1841 0.0804 23 109.7 0.100 0.136 0.0054 0.1413 0.0821 26 101.2 0.092 0.125 0.0050 0.1304 0.0825 28 96.3 0.087 0.119 0.0048 0.1240 0.0828 40 75.2 0.068 0.093 0.0037 0.0968 0.0838 80 45.0 0.041 0.056 0.0022 0.0580 0.0853 column 1 column 2 column 3 column 4 column 5 column 6 column 7

Allowable release rate from the controlled area of the site for a 100 year storm event based on a post-development Time of concentration of 23 minutes is 0.0821 m3/s (note 2)

Note 1 Calculated outflow restriction is equal to the pre-development runoff rate at the designated time of concentration for the catchment Note 2 Allowable release rate is obtained from column 8 for the indicated time of concentration for post development conditions. Column 1 Rainfall Duration in minutes Column 2 Rainfall Intensity calculated using the City of Ottawa IDF curve for the Ottawa Airport, Equations are contained in Storm Report Column 3 Predevelopment Peak Runoff Calculated Using the Rational Method Q = CIA where C = Predevelopment Runoff Coefficient indicated near the top of the page. C is different for the 5 and 100 year events. Column 4 Post development Peak Runoff. Q = CIA where C = the coefficient for the uncontrolled Area and I is located in Column 2 Column 5 Post development Peak Runoff. Q = CIA where C = the coefficient for the controlled Area and I is located in Column 2 Column 6 Column 4 + Column 5 Column 7 Is the sum of Column 4, column 5 and Column 6. Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 File No. 100754

APPENDIX B

STORMWATER MANAGEMENT - RATIONAL METHOD CALCULATION SHEET ACTUAL DISCHARGE RATE AND STORAGE VOLUME REQUIREMENTS

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APPENDIX B: STORMWATER MANAGEMENT MODEL RATIONAL METHOD CALCULATION SHEET - REQUIRED STORAGE AND RELEASE RATE Kollaard Associates Inc. Client: Joe Gibson, Kennel Building Job No.: 100754 Location: 5673 Fourth Line Road, OTTAWA, ON Date: January 25, 2013 Pre-Development Total Site Area 0.872 hectares Total Controlled Area from Site 0.872 hectares Total Uncontrolled Area from Site 0.000 hectares Impervious ratio 0.251

Pre-Development 5 year C = 0.30 Pre-Development 100 year C = 0.38

Post-Development Total Site Area 0.8723 hectares Total Controlled Area from Site 0.8265 hectares Total Uncontrolled Area from Site 0.0458 hectares Maximum Allowable Release Rate 5 year Storm Event Post-Development 5 year C (Controlled)= 0.46 0.0360 (m3/s) Post-Development 5 year C (Uncontrolled)= 0.31 Maximum Allowable Release Rate 100 year Storm Event Post-Development 100 year C (Controlled)= 0.54 0.0821 (m3/s) Post-Development 100 year C (Uncontrolled)= 0.39

5 YEAR STORM RUNOFF EVENT CALCULATION OF MAXIMUM STORAGE AND ACTUAL FLOW RATE FROM SITE PRE-DEVELOPMENT POST-DEVELOPMENT RAINFALL RAINFALL PEAK TOTAL UNCONTROLLED CONTROLLED ACTUAL REQ'D TOTAL DURATION INTENSITY RUNOFF RUNOFF SITE RUNOFF SITE STORAGE STORAGE FLOW RATE RUNOFF RELEASE RATE FROM SITE (min.) (mm/hr) (m3/s) (m3) (m3/s) (m3/s) m3/s (m3) (m3/s) 1 203.5 0.148 8.9 0.008 0.214 0.0001 12.8 0.008 5 141.2 0.103 30.8 0.006 0.148 0.0013 44.1 0.007 10 104.2 0.076 45.4 0.004 0.110 0.0016 64.8 0.006 15 83.6 0.061 54.7 0.003 0.088 0.0017 77.6 0.005 20 70.3 0.051 61.3 0.003 0.074 0.0018 86.5 0.005 25 60.9 0.044 66.4 0.002 0.064 0.0021 92.9 0.005 60 32.9 0.024 86.2 0.001 0.035 0.0023 116.4 0.004 240 11.3 0.008 118.2 0.000 0.012 0.0026 133.5 0.003 360 8.2 0.006 128.3 0.000 0.009 0.0025 131.6 0.003 480 6.5 0.005 135.9 0.000 0.007 0.0024 127.4 0.003 Maximum Storage Requirement 133.5

100 YEAR STORM RUNOFF EVENT CALCULATION OF MAXIMUM STORAGE AND ACTUAL FLOW RATE FROM SITE PRE-DEVELOPMENT POST-DEVELOPMENT RAINFALL RAINFALL PEAK TOTAL UNCONTROLLED CONTROLLED ACTUAL REQ'D TOTAL DURATION INTENSITY RUNOFF RUNOFF SITE RUNOFF SITE STORAGE STORAGE FLOW RATE RUNOFF RELEASE RATE FROM SITE (min.) (mm/hr) (m3/s) (m3) (m3/s) (m3/s) m3/s (m3) (m3/s) 1 351.4 0.319 19.2 0.017 0.435 0.0010 26.1 0.018 5 242.7 0.221 66.2 0.012 0.301 0.0020 89.6 0.014 10 178.6 0.162 97.3 0.009 0.221 0.0025 131.2 0.011 15 142.9 0.130 116.9 0.007 0.177 0.0029 156.7 0.010 20 120.0 0.109 130.8 0.006 0.149 0.0031 174.6 0.009 25 103.9 0.094 141.5 0.005 0.129 0.0035 187.7 0.009 60 55.9 0.051 182.8 0.003 0.069 0.0037 235.9 0.006 240 19.0 0.017 248.7 0.001 0.024 0.0039 283.0 0.005 360 13.7 0.012 269.3 0.001 0.017 0.0039 282.9 0.005 480 10.9 0.010 284.5 0.001 0.013 0.0039 275.5 0.004 column 1 column 2 column 3 column 4 column 5 column 6 column 7 column 8 column 9 Maximum Storage Requirement 283.0 Column 1 Rainfall Duration in minutes Column 2 Rainfall Intensity calculated using the City of Ottawa IDF curve for the Ottawa Airport, Equations are contained in Storm Report Column 3 Predevelopment Peak Runoff Calculated Using the Rational Method Q = CIA where C = Predevelopment Runoff Coefficient indicated near the top of the page. C is the same for the 2 and 5 year events and is different for the 100 year event. Column 4 Equal to the Rainfall intensity multiplied by the rainfall duration (Column 1 x Column 2 x 60 min/hr) Column 5 Post development Peak Runoff. Q = CIA where C = the coefficient for the uncontrolled Area and I is located in Column 1 Column 6 Post development Peak Runoff. Q = CIA where C = the coefficient for the controlled Area and I is located in Column 1 Column 7 Actual Storage Release Rate is a function of the release rate from the pond at a given storage volume. Is calculated by Iteration using the storage discharge curve determined in Appendix B in conjunction with the storage requirement in Column 8 Column 8 Resulting storage requirement based on the actual discharge rate in column 7 calculated by iteration. Column 9 Sum of column 5 and column 7 Storm Water Report – Proposed Kennel Building 5673 Fourth Line Road Ottawa, Ontario January 25, 2013 File No. 100754

APPENDIX C DRY / INFILTRATION POND VOLUME AND DISCHARGE RATES

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APPENDIX C: STORMWATER MANAGEMENT MODEL RATIONAL METHOD CALCULATION SHEET - DRY POND VOLUME AND DISCHARGE CALCULATION Kollaard Associates Inc. Client: Joe Gibson, Kennel Building Job No.: 100754 Location: 5673 Fourth Line Road, OTTAWA, ON Date: January 25, 2013 Note: - Pond details as shown on drawing 100754-PD

Elevation Layer Top Bottom Layer Cumulative Pond Ave Head Surface Discharge Total Elevation Thickness Layer Layer Volume Volume Depth On Sand Area of through Discharge Area Area Filter Filter Filter 2 2 3 3 2 3 m m m m m m m m m L/sec m /s m

97.600 0.000 214.0 0.0 0.0 0.0 0.000 0.00 0.00 0.00 0.0000 97.600 97.650 0.050 336.0 214.0 13.6 13.6 0.050 0.02 0.90 0.46 0.0005 97.650 97.700 0.050 458.0 336.0 19.8 33.4 0.100 0.05 1.80 0.94 0.0009 97.700 97.750 0.050 574.0 458.0 25.7 59.2 0.150 0.07 2.70 1.45 0.0015 97.750 97.800 0.050 690.0 574.0 31.6 90.7 0.200 0.10 3.60 1.98 0.0020 97.800 97.850 0.050 890.0 690.0 39.4 130.1 0.250 0.12 4.50 2.53 0.0025 97.850 97.900 0.050 1090.0 890.0 49.4 179.5 0.300 0.15 5.40 3.10 0.0031 97.900 97.950 0.050 1371.5 1090.0 61.4 240.9 0.350 0.17 6.30 3.70 0.0037 97.950 98.000 0.050 1653.0 1371.5 75.5 316.4 0.400 0.20 7.20 4.32 0.0043 98.000