215 Sanders Street, Unit 1 (613) Prescott Street, Unit 1 P.O. Box 189 Kemptville, Ontario K0G 1J0 FAX: (613)

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1 Civil Geotechnical Structural Environmental 215 Sanders Street, Unit 1 (613) Prescott Street, Unit 1 P.O. Box 189 Kemptville, Ontario K0G 1J0 FAX: (613) March 29, Ontario Inc. 242 Wall Road Navan, Ontario K4B 1J Attention: Mr. Jacques Patenaude and Luc Brazeau SERVICING BRIEF PROPOSED RESIDENTIAL SUBDIVISION DEVELOPMENT PART OF LOT 6, CONCESSION 11, MER BLEUE ROAD AND WALL ROAD VILLAGE OF NOTRE DAME-DES-CHAMPS CITY OF OTTAWA, ONTARIO Mr. Jacques Patenaude and Luc Brazeau of Ontario Inc. have retained the services of Kollaard Associates Inc. (Kollaard) to prepare the servicing design for the proposed Residential Subdivision Development at the south side of Wall Road and east side of Mer Bleue Road in the Village of Notre-Dame-des-Champs, City of Ottawa, Ontario. The proposed Residential Development occupies a total area of about 11 hectares. It is planned to develop the site for 39 single family residential lots and one existing single family residential lot. The development is to include underground services consisting of municipal water and storm sewers. Sanitary services will be provided by onsite Class 4 septic systems designed in accordance with Part 8 of the Ontario Building Code. This brief identifies the servicing requirements and addresses the feasibility of utilizing existing municipal infrastructure to accommodate any additional demands placed on the system as a result of the proposed development. SANITARY SERVICES The proposed development will not be serviced with sanitary sewers. Sanitary sewage requirements will be met with the use of onsite septic systems designed in accordance with Part 8 of the Ontario Building Code. The sanitary flow requirements for a single family residential dwelling based on Part 8 of the Ontario Building Code are a function of the size of the proposed dwelling, number of bedrooms within the dwelling and number of fixture units within the dwelling. A sample Residential Sewage design flow calculation sheet is attached. For the purposes of estimating the envelope of the proposed septic system in order to facilitate the Professional Engineers Ontario Authorized by the Association of Professional Engineers of Ontario to offer professional engineering services.

2 Servicing Brief Wall Road Subdivision Pt. of Lot 6, Conc.11, Mer Bleue Road and Wall Road Village of Nortre Dame-Des-Champs, Ottawa, Ontaro March 29, File No grading and lot layout designs, the proposed dwellings were assumed to have a living space of 400 square metres (4305 square feet). Each dwelling was assumed to have 4 bedrooms, 3 full bathroom groups, as well as a domestic clothes washing machine and dish washer. A typical requirement for residential dwelling lots serviced by an onsite septic system is to ensure that there is sufficient space available on each lot for a conventional septic system. However, it is considered that the construction of a conventional septic system will result in an unacceptably high landscape grade raise adjacent the proposed dwelling due to its height. In order to reduce the height of the septic bed, thereby reducing the landscape grade raise requirement, it is proposed to use a tertiary septic system in combination with an area bed. This will result in a height reduction for the septic system from 1.8 metres for a conventional system to 1.35 metres for the tertiary system. From the preliminary calculations, the onsite septic systems have a minimum area requirement of 200 square metres. The septic beds were designed assuming fully raised conditions, that is an imported sand mantle with a minimum length of 15 metres would be required to distribute the sanitary flow to the underlying subgrade. The septic bed areas indicated on the proposed grading and servicing drawings have areas of between 207 and 280 square metres as required to support the requirement for the sand mantle. STORMWATER DESIGN In general, the stormwater management plan consists of collecting the stormwater runoff from the site and controlling the release rate such that the post-development release rates do not exceed the predevelopment maximum flow rates for the 5 year pre-development design storms based on existing site conditions for all storm events to and including the 100 year design storm events. In addition the proposed stormwater management design will provide an enhanced level of treatment for the runoff from the site as well as the offsite areas contributing runoff to the site. Specifically, stormwater will be directed by means of sheet flow and swales to catch basins within roadside swales which outlet to a storm sewer beneath the streets of the proposed subdivision. The storm sewer will consist of 900 mm diameter double wall HDPE pipe and will be utilized to convey and store stormwater runoff. Additional storage will be provided by means of ponding within the roadside swales. Details of the storage are provided in the stormwater management report The storm sewer will outlet into the existing sewer along Saphir Avenue near the intersection of Saphir Avenue and Mer. Blue Road. The existing sewer is about 4 metres below grade at that location and has a diameter of 1050 millimetres. Sewer design calculation sheet was prepared for the neighbouring subdivision contributing runoff to the existing 1050 mm diameter concrete storm sewer. The design used information obtained from the City of Ottawa regarding pipe diameter and manhole location. The proposed Site Services drawing prepared by Time Construction & Engineering Limited Revision 4 dated August 3, 1988 was also provided to Kollaard Associates. The catchment area drawing used to prepare the design calculation sheet is attached. The initial time of Concentration for the first Catchment Area in each storm sewer was determined based on City of Ottawa Appendix 5-D. The slope on each lot is graded away from the dwelling to the property lines and then along property lines to the front ditch. There is no directly connected Civil Geotechnical Structural Environmental Hydrogeology

3 Servicing Brief Wall Road Subdivision Pt. of Lot 6, Conc.11, Mer Bleue Road and Wall Road Village of Nortre Dame-Des-Champs, Ottawa, Ontaro March 29, File No impervious area. As such, the length of the flow path is increased. An inlet time of 24 minutes was based on a flow path of 75 metres over grass with a runoff coefficient of 0.2 and a slope of between 1 and 1.5 percent. The catchment areas are based on as built drainage patterns as determined from topographic surveying, Aerial photography and site visits. The impervious area was based on actual measured and calculated impervious areas. The post-development runoff release rate will be controlled by means of a Hydrovex Inlet Control Device placed within a storm manhole at the outlet of the subdivision. Enhanced treatment will be provided by means of an AQUASWIRL treatment unit which is a proprietary oil grit separator. The treatment unit is designed to accommodate the runoff originating on the site as well as runoff originating on the offsite catchment areas which contribute runoff to the storm sewers in the proposed subdivision. For further information refer to Kollaard Associates Stormwater Management Report The storm sewer design calculation tables are attached for the post development flow. The storm sewer system was designed to have sufficient capacity to accommodate the postdevelopment 5 year storm event under gravity flow conditions. WATERMAIN DESIGN The design consists of about 971 m of 200 mm diameter watermain complete with 8 fire hydrants and appurtenances with 39 service connections as follows: Street From To Length # of Service # of Fire m Connections Hydrants Street Street Street Street Totals The proposed 200 mm diameter watermain will be looped between Jade Lane and Wall Road along Street 2 and between Mer Bleue Road and Street 2. These watermains are connected to the municipal waterworks system which is part of the City of Ottawa System. The water demand for the proposed development was calculated based on the City of Ottawa Water Distribution Design Guidelines as follows: Residential occupancy = 3.4 persons per three bedroom home 39 homes of three bedrooms x 3.4 pers./unit = persons Total occupancy = 133 persons Residential Average Daily Demand = 350 L/c/d. Average daily demand of 350 L/c/day x 133 pers = m3/day or L/s Civil Geotechnical Structural Environmental Hydrogeology

4 Servicing Brief Wall Road Subdivision Pt. of Lot 6, Conc.11, Mer Bleue Road and Wall Road Village of Nortre Dame-Des-Champs, Ottawa, Ontaro March 29, File No Maximum daily demand (factor of 2.5) is L/s x 2.5 = L/s Peak hourly demand (factor of 2.2) = L/s x 2.2 = 0.26 L/s Fire flow protection requirements were calculated as per the Fire Underwriter's Survey (FUS) Calculations of the fire flow required are provided following the text of this brief. The fire flow requirement is 8,000 litres per minute. From the Standard Hydrant Distribution Table page 16 of the FUS guideline, a fire flow requirement of 8,000 litres per minute results in a maximum average area of 13,000 m 2 per hydrant. With a total area of 11 hectares, the number of hydrants required to service the subdivision would be 8. There are 8 proposed hydrants within the subdivision. There are existing hydrants at the entrance to the subdivision from Mer Bleue Rd from Wall Road and from Jane Lane for a total of 11 hydrants. UTILITIES Hydro, Bell, Cable and Gas will be provided in a Four Party underground trench. All servicing requirements will have to be approved by the City of Ottawa and the relevant utility providers. CONCLUSION The existing municipal water infrastructure is adequate to accommodate the proposed subdivision development. The construction of onsite septic systems to service the proposed development is feasible. The proposed storm sewer system is sufficient to accommodate the proposed subdivision. The downstream storm sewer has sufficient capacity to accommodate the proposed additional runoff from the proposed subdivision. We trust that the information provided is sufficient for your present requirements. Do not hesitate to contact our office should you have additional questions or concerns. Sincerely, KOLLAARD ASSOCIATES INC., Mar Steven dewit, P.Eng. Civil Geotechnical Structural Environmental Hydrogeology

5 210 Prescott Street, Unit 1 P.O. Box 189 Kemptville, Ontario K0G 1J0 Client: Ontario Inc Project: 249 Wall Road File No Date: March 3, 2016 RESIDENTIAL DETACHED DWELLING CONSTRUCTION 1. An estimate of the Fire Flow required for a given fire area may be estimated by: F = 220 C wa F = required fire flow in litres per minute C = coefficient related to the type of construction 1.5 for wood construction (structure essentially combustible) 1.0 for ordinary construction (brick or other masonry walls, combustible floor and interior) 0.8 for noncombustible construction (unprotected metal structural components, masonary or metal walls) 0.6 for fire-resistive construction (fully protected frame, floors, roof) A = total floor area in square metres (including all storeys, but excluding basements at least 50% below grade) A = 500 m 2 <== C = 1.5 <== Assume wood construction F = L/min rounded off to 7,000 L/min (min value of 2000 L/min) 2. The value obtained in 1. may be reduced by as much as 25% for occupancies having a low contents fire hazard. Non-combustible -25% Limited Combustible -15% Combustible 0% Free Burning 15% Rapid Burning 25% Reduction due to low occupancy hazard -25% x 7,000 = 5,250 L/min 3. The value obtained in 2. may be reduced by up to 50% for complete automatic sprinkler protection depending on the adequacy of the system. Adequately Designed System -30% Standard Water Supply -10% Fully Supervised System -10% Decrease due to sprinkler system 0% x 5,250 = 0 L/min Flow required = 5, = 5,250 L/min 4. The value obtained in 2. may be increased for structures exposed within 45 metres by the fire area under consideration. Separation Charge Side % 0 to 3 m 25% Side % 3.1 to 10 m 20% Side % 10.1 to 20 m 15% Side % 20.1 to 30 m 10% 40% 30.1 to 45 m 5% (Side 1 - Front in following in clockwise manner) (Total shall not exceed 75%) Increase due to separation 40% x 5,250 = 7,350 L/min The fire flow requirement is or or or 8,000 L/min 133 L/sec 2,113 gpm (us) 1,760 gpm (uk) Based on method described in: "Water Supply for Public Fire Protection - A Guide to Recommended Practice", 1999 by Fire Underwriters Survey 1

6 Storm Sewer Calculation Sheet (Rational Method) Post-Development Uncontrolled Flow Rate Wall Road Subdivision - Navan, Ottawa, Ontario Location Area FLOW, Q SEWER DATA Runoff Coefficient Total Time of Rainfall Catchment Peak Flow Pipe Dia. Pipe Dia. TYPE SLOPE LENGTH CAPACITY FULL ACTUAL TIME OF RATIO Street From To Area C = C = C = C = C = C = Area Indiv. Accum. Conc. Intensity Peak Flow In Pipe (nominal) (actual) VELOCITY VELOCITY FLOW Node Node Label Avg (ha.) 2.78AC 2.78AC (min) (mm/hour) m 3 /sec m 3 /sec (in) (m) (m/m) (m) (m 3 /s) (m/s) (m/s) min Q/Q full - STM102 STM106 Sub-C HDPE STM106 STM108 Sub-C HDPE STM108 STM112 Sub-C8a HDPE STM108 STM112 Sub-C HDPE STM108 STM112 Sub-C HDPE STM114 STM112 Sub-C HDPE STM114 STM112 Sub-C8b HDPE STM116 STM112 Sub-C HDPE STM112 STM118 N/A HDPE STM118 STM120 Sub-C HDPE STM118 STM120 Sub-CP HDPE STM118 STM120 Sub-C HDPE STM118 STM120 Sub-C HDPE STM120 STM122 Sub-C HDPE STM120 STM122 Sub-C HDPE STM120 STM122 Sub-C HDPE STM122 STM124 Sub-C HDPE STM122 STM124 Sub-C HDPE STM122 STM124 Sub-C HDPE STM124 STM126 Sub-C HDPE Rear Yard STM128 Sub-C HDPE Rear Yard STM128 Sub-C HDPE STM126 STM128 N/A HDPE STM128 STM130 N/A HDPE Page 1 of 2

7 Runoff Coefficient Total Time of Rainfall Catchment Peak Flow Pipe Dia. Pipe Dia. TYPE SLOPE LENGTH CAPACITY FULL ACTUAL TIME OF RATIO Street From To Area C = C = C = C = C = C = Area Indiv. Accum. Conc. Intensity Peak Flow In Pipe (nominal) (actual) VELOCITY VELOCITY FLOW Node Node Label Avg (ha.) 2.78AC 2.78AC (min) (mm/hour) m 3 /sec m 3 /sec (mm) (m) (m/m) (m) (m 3 /s) (m/s) (m/s) min Q/Q full - A B A Concrete B C B Concrete D C D Concrete C F C Concrete E F E Concrete F G F Concrete G H G Concrete H I H Concrete I J I Concrete K L K Concrete L M L Concrete N M N Concrete M P M Concrete O P O Concrete P Q P Concrete Q R Q Concrete R S R Concrete S T S Concrete U V U Concrete V T V Concrete T W T Concrete W X W Concrete X J X Concrete J Y J Concrete Y STM130 Y Concrete STM130 Z Z Concrete Design Notes: The initial time of Concentration for the first Catchment Area in each storm sewer was determined based on City of Ottawa Appendix 5-D. The slope on each lot is graded away from the dwelling to the property lines and then along property lines to the front ditch. There is no directly connected impervious area. An inlet time of 25.6 minutes was based on a flow path of 75 metres over grass with a runoff coefficient of 0.2 (landscaped grass surface with sandy topsoil overlying sand) and a slope of between 1 and 1.5 percent. The catchment areas are based on as built drainage patterns as determined from topographic surveying, Aerial photography and site visits. The impervious area was based on actual measured and calculated impervious areas. It is noted that the existing storm pipe from manhole V to manhole T appears undersized. Since this spread sheet assumes unrestricted flow and this section of sewer is upstream of the proposed connection this is not a factor in this design. Flow Full Flow Velocity Notes: Q = 2.78 AIC, where V = 1/n x (D/4) (2/3) x S (1/2) Project: Wall Road Subdivision Designed By: S.E.D. Q = Peak flow in cubic metres per second m3/s n = mannings roughness coefficient for open channel Location: Mer Bleue Road and Wall Road, Ottawa, Ontario Reviewed By: S.E.D. A = Areas in hectares (ha) D = diameter Drawing Reference: SER1 to SER3, POSTCA, OFFCA I = Rainfall Intensity (mm/hour) S = pipe slope Storm Event Frequency: 5 year C = Runoff Coefficient Rainfall Intensity Duration Frequency Curve Obtained From Manning's Roughness Coefficient: Ottawa International Airport, Ontario Minimum Pipe Velocity 0.76 m/sec Kollaard Associates File # Date: March 23, 2016 Revision: 7 Page 2 of 2

215 Sanders Street, Unit 1 (613) Prescott Street, Unit 1 P.O. Box 189 Kemptville, Ontario K0G 1J0 FAX: (613)

Civil Geotechnical Structural Environmental 215 Sanders Street, Unit 1 (613) 860-0923 210 Prescott Street, Unit 1 P.O. Box 189 Kemptville, Ontario K0G 1J0 FAX: (613) 258-0475 December 17, 2013 130208 2343065