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Attachment #11 - Updated Engineering Service Report, Jewell Engineering, Oct 2017

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1 Attachment #11 - Updated Engineering Service Report, Jewell Engineering, Oct 2017

2 PROCTOR PARK CONDOMINIUMS BRIGHTON, ONTARIO ENGINEERING SERVICING REPORT Municipality of Brighton County of Northumberland October 4, 2017 Prepared by Jarrod Gliddon, EIT Submitted by Steve Harvey, P.Eng.

3 Table of Contents 1 BACKGROUND EXISTING USE SITE DESCRIPTION SERVICING DEVELOPMENT ENVIRONMENTAL COMPLIANCE TRANSPORTATION SYSTEM WATER DISTRIBUTION SYSTEM SANITARY SEWER SYSTEM STORM SEWER SYSTEM REFERENCES CONCLUSION... 7 Appendices Appendix 1: Site Plans Appendix 2: Storm Sewer Design Sheets Appendix 3: Sanitary Sewer Design Sheets

4 1 Background G.D. Jewell Engineering Inc. (GDJE) has been retained by Ontario Limited to complete a servicing study to review the feasibility of a proposed condominium development, known as Proctor Park Condominiums located at 74 and 62 Young Street in Brighton, Ontario. The proposed site concept plan is provided in Appendix 1. This servicing design report has been prepared to support the re zoning and Official Plan Amendment application for Lots 7 and 10, West of Young Street, Registered Plan 28 and Part of Lot 1 Concession 2 as shown below in Figure 1. Figure 1: Project Location Currently there is full servicing (road, storm sewer, watermain and sanitary sewer) available along Young Street. The extent to which these services need to be extended to accommodate this development land is the focus of this report. Engineering Services Report 1 October 4, 2017

5 The condominium development proposal includes eighteen (18) condominium units, one (1) storm sewer service, one (1) sanitary sewer service, one (1) watermain service and one (1) driveway entrance. GDJE has summarized the overall servicing of the development in this report. The following services have been considered. Environmental Compliance Transportation System Water Distribution System Sanitary Sewer System Storm Sewer System 1.1 Existing Use The proposed development area is approximately 0.41 ha in area. The entire parcel of land is classified as low density residential according to the Municipality of Brighton s Official Plan. Rezoning and Official Plan Amendment applications will be required to permit the proposed medium density residential development. 1.2 Site Description The proposed development land is Lots 7 and 10, West of Young Street, Registered Plan 28 and Part of Lot 1 Concession 2 in the Municipality of Brighton. The southern boundary is approximately 190 metres north of Dorman Street. The west boundary is approximately 35 metres east from North Drive. The eastern boundary abuts Young Street. The northern boundary is approximately 60 metres south of the entrance to Proctor Park Conservation Area. There are several mature trees along the boundaries and southern portion of the property area. The topography has a natural flow southerly towards Proctors Creek which outlets into Lake Ontario. 2 Servicing 2.1 Development The proposed development is infill to an existing residential area. The proposed development includes eighteen (18) condominium units, one (1) storm sewer service, one (1) sanitary sewer service, one (1) watermain service and one (1) driveway entrance. Engineering Services Report 2 October 4, 2017

6 2.2 Environmental Compliance An Environmental Impact Study (EIS) has been completed by Eco Site Assessors Inc. The EIS shows the proposed development is unlikely to cause any significant environmental impact to the features and functions of the surrounding environment through the following minor provisions: 1. All construction debris and waste materials will be promptly removed from the Site and deposited at authorized receiving sites. 2. Given the wetland identified on topographic mapping for the Site and the type of mature trees growing on the property that thrive wet conditions, the planned removal of these mature trees may result in increased volumes of surface water requiring management. 3. Develop and Erosion and Sediment Control Plan for the construction phase of the development. 4. Develop a Spill Control and Response Plan for the construction phase of the development. 5. Post development, stormwater from roofs, access roads and parking areas should be directed away from neighbouring residential properties. 2.3 Transportation System Access to the residential condominium units will be provided by one (1) driveway entrance and parking lot off of Young Street. The driveway entrance and parking lot area will be fully paved and provide adequate access for emergency services. Access to the development is proposed from Young Street (County Road 30) which connects the rural environs to the Municipality and the Central Business District (CBD). Residential and commercial properties have direct access to the corridor. Young Street has been recently reconstructed in the past three (3) years and accommodates two traffic flow lanes and bike lanes on both sides. Other features of Young Street include, curbs, street lighting and a sidewalk on the east side of the street. In the study area, side streets intersecting Young Street operate with stop sign control. The posted speed on this section of Young Street is 50 km/hr. The minimum sight distances for the location were reviewed assuming a design speed of 60km/hr. The minimum stopping sight distance according to Table C2 1 in the Geometric Design Standards for Ontario Highways for wet roadway conditions for a design speed of 60km/hr is 85m. The minimum stopping sight distance is greater than 85m for this location and therefore meets the design criteria. Currently the roadway is marked as no passing with a solid yellow centerline. Engineering Services Report 3 October 4, 2017

7 GDJE has completed a Traffic Impact Study (TIS), which is attached under a separate cover, shows the proposed development will have no significant impacts on traffic for the surrounding area, or the level of service of Young Street. 2.4 Water Distribution System An existing 300mm diameter PVC watermain is servicing Young Street. The existing watermain has recently been installed as part of the Young Street reconstruction project which was completed in The static pressure in the watermain is assumed to meet current design standards. GDJE recommends a 150mm diameter service to the condominium development. The watermain design criteria used are based on Ministry of Environment (MOE) guidelines and are summarized below. Average Residential Daily Domestic Demand: 450L/cap.day Max Hourly Demand Pressure Minimum: 40 psi Max Day + Fire Flow Demand Pressure Minimum: 20 psi The domestic flows are estimated by multiplying the average residential daily domestic demand by the amount of people within the development. We estimated 2.4 people per unit within the 18 unit condominium creating a total of 44 people within the development and resulting in a domestic flow of 19,800L/day or 0.23L/s. The maximum day demand is found by multiplying the domestic flow by a peaking factor, in this case 2.75, resulting in a Max Day Demand of 0.63L/s. Since existing fire hydrants in the area are within maximum allowable distances to the development it is not required to install a fire hydrant on site and therefore fire flows can be ignored. The Max Day + Fire Flow design check is therefore kept at 0.63L/s and can result in a service as small as two inches or 50mm in diameter, however it is recommended to install a 150mm diameter service to accommodate detailed design options of water pressure within the condominium. 2.5 Sanitary Sewer System An existing 200mm diameter PVC gravity sanitary sewer is servicing Young Street. The existing sanitary sewer has recently been installed as part of the Young Street reconstruction project which completed in 2016 and provides adequate capacity for the condominium development. Engineering Services Report 4 October 4, 2017

8 The existing 200mm sanitary sewer is at approximately 4.54% with an approximate invert of m at the entrance to 74 Young Street. GDJE recommends a 125mm sanitary sewer at approximately 2.0% slope to service the condominium development. The total design flow of the development, which determines the impact of the existing sewer is 1.1 L/s. The sanitary design criteria used are based on Ministry of Environment (MOE) guidelines and are summarized below. Average Daily Residential Domestic Flows: 450L/cap.day Extraneous Flow Allowance: 0.28L/ha.s Minimum Full Flow Velocities: 0.6m/s Maximum Full Flow Velocities: 3.0m/s Population Factor: 2 Bedroom Condominium 2.4 persons/unit A sanitary sewer design sheet has been attached to this report in Appendix 3. correspondence from the Municipality affixed in Appendix 4 confirms the proposed flows can be accommodated by the current system. 2.6 Storm Sewer System An existing 450mm diameter HDPE gravity storm sewer is servicing Young Street. The existing storm sewer has recently been installed as part of the Young Street reconstruction project which completed in 2016 and provides adequate capacity for the condominium development. The existing 450mm storm sewer is at approximately 2.3% with an approximate invert of m at the entrance to 74 Young Street. GDJE recommends that the site be graded so that all hardened surfaces (ie building, concrete and asphalt) drain into two 600mm x 600mm catch basins located in the parking lot. A 300mm storm sewer at approximately 1.0% slope will connect the catch basins and service the condominium development. The 300mm service will then connect into the storm sewer along Young Street. The total design flow of the development, which determines the impact of the existing sewer is approximately 80 L/s. Any expressed concerns to handle surface drainage will be accommodated through our runoff coefficient selection. The grassed areas will drain as per pre development conditions. A stormwater management letter with further information was completed. Engineering Services Report 5 October 4, 2017

9 GDJE have checked the storm water capacity within the Municipal infrastructure adjacent to the site to determine in the Municipal storm infrastructure can accommodate the development. Catchment areas contributing to the system were delineated using contours from OFAT III and runoff coefficients were estimated using Design Chart 1.07 of the MTO Drainage Manual. We have attached a storm sewer design sheet and a catchment area drawing that shows there is adequate capacity in the recently re constructed storm sewer system existing on Young Street. Catchment 106B is represented by the dashed line and is to drain south of the Walas development as per current condition. The existing storm sewer on Young Street provides adequate capacity for the condominium development. 2.7 References The information used to prepare this Report is based on the following documents and information provided as noted below. Municipality of Brighton Young Street Reconstruction Construction Drawings dated April 2015 Site Plan, dated January 2017 Municipality of Brighton Zoning Bylaw Maps Municipality of Brighton Official Plan, dated April 23, 2014 Municipality of Brighton Zoning By Law # , dated December 16, 2002 Design Guidelines for Sewage Works, 2007, Ontario Ministry of Environment Design Guidelines for Drinking Water Systems, 2007, Ontario Ministry of Environment Geometric Design Guide for Canadian Roads, dated September 1999 Engineering Services Report 6 October 4, 2017

10 3 Conclusion G.D. Jewell Engineering studied the proposed development and have the following conclusions: 1. The proposed development concept provides no significant impact to traffic. 2. There is sufficient watermain pressure to service the development site concept. GDJE recommends a 150mm diameter watermain to tee into the existing 300mm watermain along Young Street to service the proposed development. 3. There is sufficient sanitary sewer capacity to service the development site concept. GDJE recommends a 125mm diameter PVC sanitary sewer to tee into the existing 200mm sanitary sewer along Young Street to service the proposed development. 4. There is sufficient storm sewer capacity to service the development site concept. GDJE recommends a 300mm diameter storm sewer to tee into the existing 450mm storm sewer along Young Street to service the proposed development. GDJE recommends the hard surfaces drain into two catch basins, while the grassed areas drain as per predevelopment conditions. In conclusion, the proposed development and all other site plan options provided in this report are serviceable in conjunction with the recommendations within this report. Prepared by: Submitted by: Jarrod Gliddon, EIT Steve Harvey, P.Eng. G.D. Jewell Engineering Ltd. G.D. Jewell Engineering Ltd. Engineering Services Report 7 October 4, 2017

11 APPENDIX 1 SITE PLAN Engineering Services Report September 22, 2017

12

13 CONSULTING ENGINEERS KINGSTON BELLEVILLE MISSISSAUGA TEL: (613) FAX: (613) TEL: (613) FAX: (613) TOLL FREE TEL: (905) FAX: (905) MARK WALAS 74 YOUNG STREET STORM SEWER REVIEW CATCHMENT AREAS 1

14 APPENDIX 2 STORM SEWER DESIGN SHEETS Engineering Services Report September 22, 2017

15 STORM SEWER DESIGN SHEET Pipe Capacity by Manning's Equation Peak Runoff Estimate by Rational Method Intensity for Trenton Where: Where: 5 Year Parameters A = area of pipe in m 2 Check Q = Peak Flow in cms A = 24.8 Manning's Coef R = Hydraulic radius = A / P C = Runoff Coefficient Where: B = CSP P = Wetted perimeter i = Rainfall Intensity in mm/hr i = Rainfall Intensity in mm/hr RCP/PVC S = Slope (m/m) V 6 / A = Area in hectares T c = Time of Concentration in minutes n = Manning's friction coef. LOCATION PEAK FLOW CALCULATION PROPOSED SEWER R.C. x A CUM. R.C TIME OF INTENSITY PEAK Pipe Size Length Type of Grade (use Capacity, Full Flow CATCHMENT AREAS x A CONCENTRATI FLOW Pipe m/m) n = Velocity STREET FROM TO RUNOFF COEFFICIENT ON ha ha min mm/hr m 3 /s (mm) (m) (%) (m 3 /s) (m/s) min (m/s) 74 Young Street CB1 CB PVC 1.00% OK CB2 CB PVC 1.50% OK CB3 Ex Storm PVC 1.00% OK Time of Flow Actual Velocity at Q d Check Capacity G.D. Jewell Engineering Inc Ph Designed: Jarrod Gliddon, EIT 1 71 Millennium Parkway Fx Checked: Steve Harvey, P.Eng. Belleville, ON, K8N 4Z5 Date: Thursday, April 06, 2017 Project: 74 Young Street, Brighton, Ontario 5 Year Storm Event

16 STORM SEWER DESIGN SHEET Pipe Capacity by Manning's Equation Peak Runoff Estimate by Rational Method Intensity for Trenton Where: Where: 100 Year Parameters A = area of pipe in m 2 Check Q = Peak Flow in cms A = 42.5 Manning's Coef R = Hydraulic radius = A / P C = Runoff Coefficient Where: B = CSP P = Wetted perimeter i = Rainfall Intensity in mm/hr i = Rainfall Intensity in mm/hr RCP/PVC S = Slope (m/m) V 6 / A = Area in hectares T c = Time of Concentration in minutes n = Manning's friction coef. LOCATION STREET FROM TO CATCHMENT AREAS RUNOFF COEFFICIENT PEAK FLOW CALCULATION R.C. x A CUM. R.C x A TIME OF CONCENTRATI ON INTENSITY PEAK FLOW PROPOSED SEWER Capacity, n = ha ha min mm/hr m 3 /s (mm) (m) (%) (m 3 /s) (m/s) min (m/s) 74 Young Street CB1 CB PVC 1.00% OK CB2 CB PVC 1.50% OK CB3 Ex Storm PVC 1.00% OK Pipe Size Length Type of Pipe Grade (use m/m) Full Flow Velocity Time of Flow Actual Velocity at Q d Check Capacity G.D. Jewell Engineering Inc Ph Designed: 1 71 Millennium Parkway Fx Checked: Belleville, ON, K8N 4Z5 Date: Jarrod Gliddon, EIT Steve Harvey, P.Eng. Thursday, April 06, 2017 Project: 74 Young Street, Brighton, Ontario 100 Year Storm Event

17 STORM SEWER DESIGN SHEET Pipe Capacity by Manning's Equation Peak Runoff Estimate by Rational Method Q = 1 n A R2 3 S 1 2 Q = 1 C i A 360 Intensity for Trenton Where: Where: i = A TcB 5-Year Parameters A = area of pipe in m 2 Check Q = Peak Flow in cms A = 24.8 Manning's Coef R = Hydraulic radius = A / P C = Runoff Coefficient Where: B = CSP P = Wetted perimeter q Q i = Rainfall Intensity in mm/hr i = Rainfall Intensity in mm/hr RCP/PVC S = Slope (m/m) V 6 m/s A = Area in hectares T c = Time of Concentration in minutes HDPE n = Manning's friction coef. LOCATION PEAK FLOW CALCULATION PROPOSED SEWER R.C. x A CUM. R.C TIME OF INTENSITY PEAK Pipe Size Length Type of Grade (use Capacity, Full Flow CATCHMENT AREAS x A CONCENTRATI FLOW Pipe m/m) n = Velocity STREET FROM TO RUNOFF COEFFICIENT ON ha ha min mm/hr m 3 /s (mm) (m) (%) (m 3 /s) (m/s) min (m/s) George Street 100 CB2 CBMH HDPE 4.10% OK 101 CBMH1 CBMH HDPE 2.60% OK 102 CBMH2 CBMH HDPE 1.40% OK 103 CBMH3 CBMH HDPE 1.25% OK Young Street 104 CBMH4 CBMH HDPE 2.90% OK 105 CBMH5 CBMH HDPE 3.30% OK 106A CBMH6 CBMH HDPE 2.20% OK Time of Flow Actual Velocity at Q d Check Capacity G.D. Jewell Engineering Inc Ph Designed: Elliott Fledderus, E.I.T Millennium Parkway Fx Checked: Bryon Keene, P. Eng. Belleville, ON, K8N 4Z5 Date: September Project: 74 Young Street, Brighton, Ontario 5 Year Storm Event

18 APPENDIX 3 SANITARY SEWER DESIGN SHEETS Engineering Services Report September 22, 2017

19 Peak Design Flow Calculation (Q d ) Peak Design Flow = (Q p ) Peak population flow + (Q i ) peak extraneous flow (L/s) SANITARY SEWER DESIGN SHEET Pipe Capacity by Manning's Equation Where: Population Flows (Persons/Unit) Where: q = Average daily per capita flow 450 L/Ca./Day Single Family 3.5 A = area of pipe in m 2 Check I = Unit of peak extraneous flow 0.28 L/s/ha Semi (3bdrm) 3.5 R = Hydraulic radius = A / P 0.8 M = Harmon peaking factor (min = 2) Semi (2bdrm) 2.4 P = Wetted perimeter 14 P = Population in 1000's Batchelor 1.6 S = Slope (m/m) A = Area in hectares n = Manning's friction coef. use Actual V if d:d< 0.3 LOCATION PEAK FLOW CALCULATION PROPOSED SEWER STREET FROM TO Peaking Pop. Flow Peak Ex. Design Length Pipe Size Type of Grade Capacity, Full Flow Ratio d:d Actual INDIVIDUAL CUMULATIVE Factor Flow Flow Pipe (use m/m) n = Velocity Velocity Area (A) Area (A) M Q( p ) Q( i ) Q( d ) at Q Pop. Pop. d (ha) (ha) (L/s) (L/s) (L/s) (m) (mm) (%) (L/s) (m/s) (m/s) Check PROPOSED DEVELOPMENT: Building Ex Young St PVC 2.00% OK 1 G.D. Jewell Engineering Inc Ph Single Family 3.5 Designed: Jarrod Gliddon, E.I.T Millennium Parkway Fx Bdrm Townhouses 3.5 Checked: Steve Harvey, P.Eng. Belleville, ON, K8N 4Z5 2 Bdrm Townhouses 2.4 Date: Thursday, April 06, 2017 Project: 74 Young Street, Brighton, Ontario

20 APPENDIX 4 CORRESPONDENCE Engineering Services Report September 22, 2017

21 Steve Harvey From: Sent: To: Cc: Subject: Keith Lee Tuesday, September 19, :24 PM Steve Harvey Lucas Kelly; Bryon Keene Re: 74 Young Street - Sanitary Capacity This is okay from my prospective, the sanitary as you was just updated, so this would not be an issue. KL Sent from my BlackBerry the most secure mobile device via the Bell Network From: Sent: September 19, :06 PM To: Cc: Subject: 74 Young Street - Sanitary Capacity Hi Keith, G.D. Jewell Engineering Inc. has been retained by Ontario Limited to complete a servicing study to review the feasibility of a proposed condominium development, known as Proctor Park Condominiums located at 74 and 62 Young Street in Brighton. The location plan is attached hereto. I m wondering if your sanitary system can accommodate the 1.1L/s of sanitary flow expected from the proposed development at 74 Young Street? Let me know if you need any additional information. Thank you,..steve Steve Harvey, P.Eng. G.D. Jewell Engineering Inc Millennium Parkway Belleville, ON K8N 4Z5 Phone Fax

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