Carlington Community Health Centre & Ottawa Community Housing Hub
Carlington Community Health Centre & Ottawa Community Housing Hub 900 Merivale Road, City of Ottawa Site Servicing and Stormwater Management Report
Prepared for:
CSV Architects 402-1066 Somerset West Ottawa, Ontario K1Y 4T3
Prepared by:
McIntosh Perry 115 Walgreen Road Carp, ON K0A 1L0
April 1st, 2016 REV02: August 16th, 2016 CP-16-0005 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
TABLE OF CONTENTS
1.0 PROJECT DESCRIPTION ...... 1
1.1 Purpose ...... 1
1.2 Site Description ...... 1
2.0 BACKGROUND STUDIES ...... 2
3.0 PRE-CONSULTATION SUMMARY ...... 2
4.0 EXISTING SERVICES ...... 3
4.1 Coldrey Avenue ...... 3
4.2 Merivale Road ...... 3
5.0 SERVICING PLAN ...... 3
5.1 Water Servicing ...... 4
5.2 Sanitary Servicing ...... 4
5.3 Storm Servicing ...... 4
6.0 STORMWATER MANAGEMENT ...... 5
6.1 Design Methodology ...... 5
6.2 Site Drainage ...... 6
6.2.1 Pre-Development Drainage ...... 6
6.2.2 Post-Development Drainage ...... 6
6.3 Quantity Control ...... 7
6.4 Quality Control ...... 8
7.0 SEDIMENT AND EROSION CONTROL ...... 9
8.0 SUMMARY ...... 9
9.0 RECOMMENDATION ...... 10
i 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
List of Figures
FIGURE 1: KEY MAP: 900 MERIVALE ROAD, OTTAWA ...... 1
List of Tables
TABLE 1: PRE-DEVELOPMENT DRAINAGE SUMMARY ...... 6
TABLE 2: POST-DEVELOPMENT RUNOFF CALCULATIONS ...... 6
TABLE 3: ALLOWABLE RELEASE RATE ...... 7
TABLE 4: POST-DEVELOPMENT RESTRICTED RUNOFF CALCULATIONS ...... 7
TABLE 5: STORAGE SUMMARY ...... 8
List of Appendices Appendix A: City of Ottawa Pre-Consultation Notes Appendix B: Existing Watermain Flow and Fire Calculations Appendix C: Sanitary Sewer Calculation Appendix D: Pre-Development Plan Appendix E: Post-Development Plan Appendix F: Stormwater Calculations Appendix G: City of Ottawa Design Checklist
ii 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
1.0 PROJECT DESCRIPTION
1.1 Purpose
This report will address the servicing (water, sanitary, and storm) and stormwater management requirements and the adequacy of the existing services associated with the building expansion to the Carlington an increase to the ground floor area by 1,260 m2. In addition to the ground floor expansion, the upper floors will have 42 senior apartment suites added in conjunction with Ottawa Community Housing (OCH). It is also our understanding that the site is comprised of one parcel of land with an approximate area of 2.0 acres. CSV Architects has developed a preliminary design concept (See Appendix ‘A’ for details).
1.2 Site Description
The property is located at 900 Merivale Road in the City of Ottawa and covers approximately 2.0 acres. The legal description of the land is Lots 1-7, Registered Plan 392 and Part of Blocks 2-4, Registered Plan 211, Geographic Township of Nepean, City of Ottawa.
The existing site is currently developed as the Carlington Community Health Centre with associated asphalt parking and landscape areas.
The site is bound by Coldrey Avenue to the north and Merivale Road to the east. All adjacent properties surrounding the site are currently developed with various uses. See Figure 1: Key Map.
The development incorporates the proposed expansion to the health centre, a connection hub and 42 senior apartment suites within the City of Ottawa. The expansion will include a 290 m2 1-storey entrance hub along with a 1,000 m2 health clinic with 3-storeys of senior apartment suites above.
Figure 1: Key Map: 900 Merivale Road, Ottawa
1 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
2.0 BACKGROUND STUDIES
Background studies that have been completed for the site include review of the City of Ottawa as-built drawings, a geotechnical report, Phase 1 & 2 Environmental Site Assessment (ESA), a topographical survey of the site and tree conservation report.
As-built drawings of the existing services within the vicinity of the site were reviewed in order to determine proper servicing and stormwater management for the site.
A topographic survey of the site was completed by Farley, Smith and Denis Surveying Ltd. dated February 5th, 2016, and can be found under separate cover.
A Phase 1 ESA was completed by Inspec-Sol dated April 5th, 2013. The report concluded that a Phase 2 be completed for the site. This report was updated by Paterson Group dated February 2016, both the original and updated report can be found under separate cover.
A Phase 2 ESA was completed by Paterson Group dated May 13th, 2013. The report found that the former presence of underground heating oil storage tanks on the subject site and the historic presence of a retail fuel outlet south of the site have not significantly impacted the subject land. This report was updated by Paterson Group dated February 2016, both the original and updated report can be found under separate cover.
A geotechnical report was completed by Paterson Group dated July 4th, 2013. The investigation found that the soils encountered at the borehole locations consisted of surficial covering topsoil, overlying stiff silty clay. Groundwater was noted between 2.0 m and 5.5 m below the existing grade. However, the ground water levels were noted to be in a ‘perched’ condition. The entire report can be found under separate cover.
A tree conservation report was completed for the site by McIntosh Perry dated March 2016. The report can be found under separate cover.
3.0 PRE-CONSULTATION SUMMARY
City of Ottawa Staff were pre-consulted regarding this proposed development in person on February 2nd, 2016. Specific design parameters to be incorporated within this design include the following:
Pre-development and post-development flows shall be determined using a calculated time of concentration (Tc). Tc cannot be less than 10 minutes.
Control 5 and 100-year post-development flows to the 5-year pre-development flow o Pre-development flow rates to be calculated with a combined ‘C’ factor based on the existing ground cover or a ‘C’ of 0.5 (whichever is more restrictive).
2 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
As per correspondence with Rideau Valley Conservation Authority, the RVCA will not require additional on-site controls as the flows from the site travel greater than 2 km before outletting to the Ottawa River (see Appendix ‘A’ for correspondence).
Ponding of water shall not exceed 0.3 m for the 100-year storm event within the asphalt parking areas.
Correspondence with the City and Conservation Authority can be found in Appendix ‘A’.
4.0 EXISTING SERVICES
The current site is serviced with a 51 mm diameter copper water line, a 100 mm diameter sanitary service and 150mm to 200mm diameter storm services. The existing sanitary services for the building will be remediated to ensure sufficient capacity is maintained to the existing main within Coldrey Avenue.
Gas, Bell, Hydro, and Cable are currently servicing the site from Coldrey Avenue and Merivale Road and will continue to service the site in post-development conditions.
4.1 Coldrey Avenue
The existing services within Coldrey Avenue include a 150 mm diameter watermain as well as an existing 300 mm sanitary main, along with 300 mm and 375 mm storm sewers. The 300 mm sewer drains to the east towards Merivale Road whereas the 375 mm sewer drains to the west towards Kirkwood Avenue. A fire hydrant is located west of the existing site entrance along Coldrey Avenue, approximately 45 m from the proposed residence building entrance. This hydrant is connected to the 150 mm diameter watermain within Coldrey Avenue and will continue to provide fire protection for the site in post-development conditions. City of Ottawa as-built drawings also show a 100 mm gas main within Coldrey Avenue.
4.2 Merivale Road
The existing services within Merivale Road include a 300 mm diameter watermain, a 375 mm sanitary main, and 300 mm and 900 mm storm sewers. A fire hydrant is located south of the Merivale Road and Coldrey Avenue intersection and is approximately 45 m from the existing main building entrance. This hydrant is connected to the 300 mm diameter watermain within Merivale Road and will continue to provide fire protection for the site in post-development conditions. City of Ottawa as-built drawings also show a 150 mm gas main with Merivale Road.
5.0 SERVICING PLAN
The existing services to the Health Clinic will be removed as per City standards and new services will be installed to service the existing and proposed building. The new building will have new water, sanitary and storm laterals installed to service the new development and extend these services to the existing building.
3 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
5.1 Water Servicing
A WaterCAD model was completed for the site and the existing lateral has a capacity of 101 L/s (1,605 GPM). Therefore the proposed 150 mm water service will sufficiently service the site. The sprinkler demand of 310 GPM has been provided by MMM Group, which can be provided via the existing water main and proposed lateral.
The proposed building will have a sprinkler system for fire protection. The maximum required fire flow has been calculated as 1,664 GPM using the Ontario Building Code, which will be provided by the existing hydrant (No. 6427061) along Coldrey Avenue. The required fire protection from the Fire Underwritters Survey (FUS) is 1,849 GPM. The hydrant was inspected by City of Ottawa staff on July 06, 2011, and has a capacity of 2,226 GPM, therefore, the existing hydrant has adequate water flow to provide fire protection. Detailed calculations and the boundary conditions can be found in Appendix ‘B’.
Water demands have been calculated using the City of Ottawa Water Distribution Guidelines. The water demands for the new building use are as follows: the average daily and maximum demands are 0.47 L/s and 1.10 L/s, respectively. The maximum hourly demand was calculated as 2.37 L/s (refer to Appendix ‘B’ for flow details).
5.2 Sanitary Servicing
The peak design flow for the buildings new use was determined to be 2.50 L/s, therefore the proposed 150 mm diameter lateral has sufficient capacity to convey the additional flows. This flow was determined using average institutional flows and residential flows identified in the City of Ottawa Sewer Design Guidelines (see Appendix ‘C’ for detailed calculations). It is anticipated that there will be no issues with capacity constraints within the existing lateral or sanitary main as the amount of flow leaving the site is negligible.
Therefore, the proposed sanitary system has the capacity to accommodate the sanitary flows. The existing sanitary service for the existing building will remain and a new sanitary service will be constructed for the proposed building as shown on drawing C102.
5.3 Storm Servicing
Site runoff within the development area will sheet flow to the new storm network within the parking lot areas. The new storm network will direct runoff to the existing 375 mm diameter storm main within Coldrey Avenue. The storm system will be further detailed in Section 6.0.
4 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
6.0 STORMWATER MANAGEMENT
Stormwater management for this site will be maintained through positive drainage away from the proposed building and into a new underground storm sewer system within the site. The storm runoff will enter the pipe system through catch basins (CB’s) and catchbasin manholes (CBMH’s) located throughout the site. The restricted stormwater runoff will be directed to Coldrey Avenue; similarly the overland flow route will be directed towards Coldrey Avenue. The quantitative and qualitative properties of the storm runoff for both the pre- and post-development flows are further detailed below.
6.1 Design Methodology
Runoff calculations in this report are derived using the Rational Method, given as:
Q=2.78 x C x I x A (L/s)
C=Runoff coefficient I=Rainfall intensity in mm/hr. A=Drainage area in hectares
It is recognized that the rational method tends to overestimate runoff rates. As a by-product of using extremely conservative prediction method, any facilities that are sized using these results are expected to function as intended in real world conditions.
In conjunction with the City of Ottawa Sewer Design Guidelines the following runoff coefficients were used to develop a balanced ‘C’ for each drainage area:
Building roofs, Asphalt, Concrete 0.90 Grass, undeveloped areas 0.20 Gravel 0.60
As per the City of Ottawa Sewer Design Guidelines, the 5-year balanced ‘C’ value must increase by 25% for a 100-year storm event to a maximum of 1.0.
As per the pre-consultation meeting with the City of Ottawa the time of concentration (Tc) used for pre- development and post-development flows shall be determined using a calculated time of concentration (Tc). The calculated time of concentrations were determined to be 12.4 and 10.0 for pre- and post-development, respectively.
5 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
6.2 Site Drainage
6.2.1 Pre-Development Drainage
The existing site has been demonstrated as drainage area A1. Drawing CP-16-0005 PRE (Appendix ‘D’) indicates the limits of these drainage areas.
Table 1: Pre-Development Drainage Summary Drainage Balanced Runoff Balanced Runoff 5-Year Flow 100-Year Flow Basin Area (ha) Coefficient (C) 5-yr Coefficient (C) 100-yr Rate (l/s) Rate (l/s) A1 0.81 0.54 0.61 112.7 218.0 Total 0.81 112.7 218.0 (See Appendix ‘F’ for Calculations)
6.2.2 Post-Development Drainage
The proposed site has been demonstrated as drainage areas B1-B10. Drawing CP-16-0005 POST (Appendix ‘E’) indicates the limits of these drainage areas.
Table 2: Post-Development Runoff Calculations Drainage Balanced Runoff Balanced Runoff 5-Year Flow 100-Year Flow Basin Area (ha) Coefficient (C) 5-yr Coefficient (C) 100-yr Rate (l/s) Rate (l/s) B1 0.14 0.28 0.34 11.6 24.1 B2 0.09 0.90 1.00 24.2 46.1 B3 0.07 0.36 0.43 6.9 14.1 B4 0.03 0.90 1.00 7.6 14.4 B5 0.10 0.90 1.00 26.1 49.7 B6 0.07 0.41 0.48 8.3 16.6 B7 0.08 0.71 0.80 15.9 30.7 B8 0.06 0.75 0.84 14.0 26.8 B9 0.07 0.65 0.74 12.6 24.5 B10 0.10 0.55 0.62 15.6 30.2 Total 0.81 142.6 277.1 (See Appendix ‘F’ for Calculations)
Runoff from areas B4 through B10 will be restricted before outletting to the existing storm system within Coldrey Avenue. The total flow leaving the site will be controlled by an inlet control device located within CBMH#2 and account for the unrestricted flow leaving the site. See Appendix ‘F’ for calculations. Restriction and quality runoff control will be further detailed in Sections 6.3 and 6.4.
6 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
6.3 Quantity Control
After discussing with City staff the stormwater management criteria for the site, the total post-development runoff for this site has been restricted to the 5-year pre-development flow rate generated from the entire site area using an overall ‘C’ value and a calculated Tc of 12.4 minutes (see Appendix ‘A’ for pre-consultation notes). These values create an allowable release rate of 104.4 L/s for the entire site.
Table 3: Allowable Release Rate Balanced Runoff 5-Year Flow Rate Drainage Area (ha) Coefficient (C) 5-yr (l/s) 0.81 0.50 104.4 (See Appendix ‘F’ for Calculations)
Reducing site flows will be achieved using a flow restriction, and will create the need for onsite storage. Runoff from areas B4 through B10 will be restricted as detailed in the table below.
Table 4: Post-Development Restricted Runoff Calculations Post-Development Unrestricted (l/s) Post-Development (Restricted) (l/s) Area 5-yr 100-yr 5-yr 100-yr B1 11.6 24.1 11.6 24.1 B2 24.2 46.1 24.2 46.1 UNRESTRICTED B3 6.9 14.1 6.9 14.1 B4 7.6 14.4 0.6 1.1 B5 26.1 49.7 1.8 3.6 B6 8.3 16.6 B7 15.9 30.7 RESTRICTED B8 14.0 26.8 15.4 15.4 B9 12.6 24.5 B10 15.6 30.2 Total 142.6 277.1 60.5 104.4 (See Appendix ‘F’ for Calculations)
Runoff from Area B4 will be restricted through roof drains before discharging into MH#1 within drainage area B10. The total flow leaving the roof will be 0.60 and 1.08 L/s during the 5 and 100-year storm events, respectively. This will result in a ponding depth of 25 mm for the 5-year storm event and 45 mm for the 100- year storm event. All of the storage required for this area will be located on the proposed roof, and emergency roof scuppers will be installed to ensure ponding does not exceed the proposed ponding limits.
7 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
Runoff from Area B5 will be restricted through roof drains before discharging into MH#1 within drainage area B10. The total flow leaving the roof will be 1.80 and 3.60 L/s during a 5 and 100-year storm event. This will result in a ponding depth of 25 mm for the 5-year storm event and 50 mm for the 100-year storm event. All of the storage required for this area will be located on the proposed roof, and emergency roof scuppers will be installed to ensure ponding does not exceed the proposed ponding limits.
Runoff from Areas B6-B10 will be restricted at CBMH#2 through the use of a 125VHV-2 Hydrovex (design head is 1.40 m). This unit will restrict areas B5-B10 to 15.4 L/s, and create a water surface elevation (WSEL) of 75.92 m for the 5-year storm event and 75.97 m for the 100-year storm event. The storage for these areas will be provided above CBMH#2, CBMH#3, CBMH#4 and CBMH#5 in the parking areas. Table 5 details the required and available storage needed to provide this restricted flow.
In the event that there is a rainfall above the 100-year storm event, or a blockage within the storm network, an emergency overland flow route has been provided such that the storm water runoff will be conveyed towards the south west corner of the site away from the building, and into Coldrey Avenue. An elevation difference of 0.33 m has been provided from the finished floor of the building (76.33 m) to the overland flow route elevation (76.00 m).
The following table summarizes the storage requirements and the depth of the water ponding during the 5 and 100-year storm events to meet the required storage volumes.
Table 5: Storage Summary Depth of 5-year 5-year Depth of 100-year 100-year Area ponding (m) for required available ponding (m) for required available 5-year storm storage (m3) storage (m3) 100-year storm storage (m3) storage (m3) B4 0.025 6.4 7.2 0.045 12.3 13.0 B5 0.030 22.9 30.0 0.050 43.1 50.0 B6-B10 0.12 35.2 40.8 0.17 93.0 103.7 (See Appendix ‘F’ for Calculations)
6.4 Quality Control
Through correspondence with the Rideau Valley Conservation Authority (RVCA), the municipal storm sewers serving this property on either Coldrey Avenue or Merivale Road ultimately empty into the Ottawa River with no municipal treatment for quality. However, the distance of travel in both cases is greater than 2 km, therefore the RVCA does not consider on-site quality treatment for stormwater to have a significant effect on surface water quality improvement. Thus, the RVCA does not require that additional on-site controls be implemented for this site. They have recommended, if possible, that efforts to incorporate on-site passive BMP’s be considered where grades and space are available (see Appendix ‘A’ for correspondence).
The development of this lot will employ Best Management Practices (BMP’s) wherever possible. The intent of implementing stormwater BMP’s is to ensure that water quality and quantity concerns are addressed at all
8 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
stages of development. BMP’s at this site will be implemented at the lot level. Lot level BMP’s typically include temporary retention of the parking lot runoff, minimizing ground slopes and maximizing landscaped areas. There is a limited opportunity to employ these techniques at this infill site development.
One Hydrovex flow restrictor (or inlet control device) will restrict flows from the site, causing temporary ponding. There will be an opportunity for particle settlement during this process, but the full benefits of a larger scale end-of-pipe facility will not be fully realized at this site.
Sediment and Erosion Control
The site-grading contractor is responsible for ensuring sediment control structures are installed in accordance with the Site Grading and Drainage Plan as indicated. Silt fences shall be installed on site before construction or earth-moving operations begin, as shown on the site plan.
Geosock is to be installed under the grates of all catch basins immediately upon its installation. The Geosock is to be removed only after all areas have been paved. Care shall be taken at the removal stage to ensure that any silt that has accumulated is properly handled and disposed of. Removal of silt fences without prior removal of the sediments shall not be permitted.
At the discretion of the project manager, municipal staff or conservation authority, additional silt control devices shall be installed at designated locations. 7.0 SUMMARY
A new 275 m2 single-storey connection HUB and a 985 m2 four-storey additional constructed to the west of the existing building located at 900 Merivale Road. A new 150 mm diameter sanitary service and monitoring manhole will be installed for the proposed development and connected to the existing 300 mm diameter main within Coldrey Avenue. A new 150 mm diameter water lateral, complete with a new water valve at the property line will be extended from the existing 150 mm diameter main within Coldrey Avenue to service the new building. A new storm network will be installed onsite and connect to the existing 375 mm diameter storm sewer within Coldrey Avenue. As discussed with the City of Ottawa staff, stormwater management design will ensure that the post-development 100-year flow rate does not exceed the 5-year pre-development runoff using a combined runoff coefficient for the entire site area. Storage for the 5 and 100-year storm events will be provided above the proposed storm sewer structures within the parking lot and on the proposed building’s roof. RVCA does not require quality controls to be installed for this site; instead BMP’s to be installed where grading and space permits.
9 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
8.0 RECOMMENDATION
We respectfully recommend that:
This revised report, dated August 16th, 2016, and the associated site grading, drainage and servicing plans be approved for engineering details.
The sediment and erosion control plan outlined in Section 7.0 and detailed in the Grading and Drainage Plan notes are to be implemented by the contractor.
This report is respectfully being submitted for approval.
______Ryan Kennedy, P. Eng. Jonathan Jonker, C.E.T., rcsi Practice Area Lead, Land Development Site Development Designer (613) 836-2184 Ext.2243 (613) 836-2184 Ext.2252 [email protected] [email protected]
10 APPENDIX A: CITY OF OTTAWA PRE-CONSULTATION NOTES Legend: S indicates that the study or plan is required with application submission. A indicates that the study or plan may be required to satisfy a condition of approval/draft approval. For information and guidance on preparing required studies and plans refer to: http://ottawa.ca/en/development-application-review-process-0/guide-preparing-studies-and-plans Number Number S/A ENGINEERING S/A of copies of copies 2. Assessment of Adequacy of Public Services S 55 1. Site Servicing Plan S 6 / Site Servicing Study / Brief S 55 3. Grade Control and Drainage Plan 4. Geotechnical Study / Slope Stability Study S 4
2 5. Composite Utility Plan 6. Groundwater Impact Study 6
5 7. Servicing Options Report 8. Wellhead Protection Study 6 9. Community Transportation Study and / or 9 10.Erosion and Sediment Control Plan / Brief S 6 Transportation Impact Study / Brief 11. Storm water Management Report / S 6 12. Hydro geological and Terrain Analysis 8 Brief 3 13. Hydraulic Water main Analysis 14.Noise / Vibration Study S 3
35/50/55 15. Roadway Modification Design Plan 16. Confederation Line Proximity Study 9
Number Number S/A PLANNING / DESIGN / SURVEY S/A of copies of copies 50 17. Draft Plan of Subdivision 18. Plan Showing Layout of Parking Garage 2
30 19. Draft Plan of Condominium 20.Planning Rationale 3
S 55 21. Site Plan 22. Minimum Distance Separation (MDS) 3 23. Concept Plan Showing Proposed Land 20 24. Agrology and Soil Capability Study 5 Uses and Landscaping 25. Concept Plan Showing Ultimate Use of 3 26.Cultural Heritage Impact Statement 3 Land 28. Archaeological Resource Assessment S 55 27. Landscape Plan 3 Requirements: S (site plan) A (subdivision, condo) S 2 29. Survey Plan 30. Shadow Analysis 3 31. Architectural Building Elevation 32.Design Brief (includes the Design Review Panel Available S 3 Drawings (dimensioned) Submission Requirements) online 6 33. Wind Analysis
Number Number S/A ENVIRONMENTAL S/A of copies of copies 34. Phase 1 Environmental Site 35. Impact Assessment of Adjacent Waste S 5 6 Assessment Disposal/Former Landfill Site 36. Phase 2 Environmental Site S 5 Assessment (depends on the outcome 37. Assessment of Landform Features 7 of Phase 1) 4 38. Record of Site Condition 39. Mineral Resource Impact Assessment 4 41.Environmental Impact Statement / Impact S 10 40. Tree Conservation Report 11 Assessment of Endangered Species 42. Mine Hazard Study / Abandoned Pit or 4 Quarry Study
Number Number S/A ADDITIONAL REQUIREMENTS S/A of copies of copies 43. 44.
Meeting Date: 2016-Feb-02 Application Type: Site Plan Control
File Lead (Assigned Planner): Melissa Jort-Conway Infrastructure Approvals Project Manager: Kristin Bazinet
Site Address (Municipal Address): 900 Merivale Road *Preliminary Assessment: 1 2 3 4 5
*One (1) indicates that considerable major revisions are required before a planning application is submitted, while five (5) This assessment is purely advisory and does not consider technical aspects of the proposal or in any way guarantee application approval. It is important to note that the need for additional studies and plans may result during application review. If following the submission of your application, it is determined that material that is not identified in this checklist is required to achieve complete application status, in accordance with the Planning Act and Official Plan requirements, the Planning and Growth Management Department will notify you of outstanding material required within the required 30 day period. Mandatory pre- standard processing timelines, or guarantee that an application will be approved. It is intended to help educate and inform the applicant about submission requirements as well as municipal processes, policies, and key issues in advance of submitting a formal development application. This list is valid for one year following the meeting date. If the application is not submitted within this timeframe the applicant must again pre-consult with the Planning and Growth Management Department.
Last updated September, 2014 04 Feb 2016
To / Melissa Jort-Conway, Planner Destinataire
From / Kristin Bazinet, Project Manager, Infrastructure Approvals Expéditeur Pre-Application Consultation File No. PC2016-0026 900 Merivale Rd., Ward 16 Subject / Proposed 4 to 5 storey addition to existing community Objet health centre – includes ground floor heath care center & seniors apartment building above
Please note the following information regarding the engineering design submission for the above noted site:
1. The Servicing Study Guidelines for Development Applications are available at the following address: http://ottawa.ca/en/development-application-review-process-0/servicing-study- guidelines-development-applications
2. Servicing & site works shall be in accordance with the following documents: Ö Ottawa Sewer Design Guidelines (2013) Ö Ottawa Design Guidelines – Water Distribution (2010) Ö Geotechnical Investigation and Reporting Guidelines for Development Applications in the City of Ottawa (2007) Ö City of Ottawa Slope Stability Guidelines for Development Applications (2004) Ö City of Ottawa Environmental Noise Control Guidelines (2006) Ö City of Ottawa Park and Pathway Development Manual (2012) Ö City of Ottawa Accessibility Design Standards (2012) Ö Ottawa Standard Tender Documents (2015) Ö Ontario Provincial Standards for Roads & Public Works (2014)
3. Record drawings and utility plans are also available for purchase from the City (Contact the City’s Information Centre by email at [email protected] or by phone at (613) 580-2424 x.44455). 4. The Stormwater Management Criteria, for the subject site, is to be based on the following:
i. The 5-yr storm event using the IDF information derived from the Meteorological Services of Canada rainfall data, taken from the MacDonald Cartier Airport, collected 1966 to 1997. ii. The pre-development runoff coefficient or a maximum equivalent ‘C’ of 0.5, whichever is less. iii. A calculated time of concentration (Cannot be less than 10 minutes). iv. Flows to the storm sewer in excess of the 5-year storm release rate, up to and including the 100-year storm event, must be detained on site. v. Quality Control – Contact Jocelyn Chandler, Planner, RVCA ([email protected]) Note that the subject site is located in Sub-watershed RV26 (Central Ottawa) where the downstream municipal storm system outfalls to the Ottawa River.
5. Deep Services (Storm, Sanitary & Water Supply) i. Existing services (water supply, sanitary & storm services) presently connect to the mains on Coldrey Avenue. Determine if these services are adequately sized to accommodate the demands of the existing building & the proposed addition. ii. If the existing storm & sanitary services are to be reused then CCTV inspections of both services will be required between the building to the sewermains on Coldrey Avenue. Note that the sanitary service must be made of pvc pipe material and that if spot repairs or complete replacement are warranted, then they will be at the expense of the Owner. Note that the sanitary service must be sized as per the Ontario Building Code requirements. iii. Water boundary condition are available by providing the following information to the assigned Infrastructure Project Manager: a. Type of development b. Location of service c. Average daily demand: ___ l/s. d. Maximum daily demand: ___l/s e. Maximum hourly daily demand: ___ l/s. f. Amount of fire flow required, based on the FUS calculations: ___ l/s.
6. MOE ECA Requirements A MOE Environmental Compliance Approval may be required for the proposed development. Please contact Ontario Ministry of the Environment and Climate Change, Ottawa District Office to arrange a pre-submission consultation:
For East of Rideau River: Melissa Lee, Senior Environmental Officer (613) 521-3450, ext. 249 [email protected].
For West of Rideau River: Jennifer Faria, Environmental Officer (613) 521-3450, ext. 230 [email protected]. 7. Guide for completing phase one environmental site assessments under Ontario Regulation 153/04.
Guide for Completing Phase Two Environmental Site Assessments under Ontario Regulation 153/04, if applicable.
Should you have any questions or require additional information, please contact me directly at (613) 580-2424, x 12180 or by email at [email protected]. Jonathan Jonker
From: Jocelyn Chandler
Follow Up Flag: Follow up Flag Status: Flagged
Hello Jonathan, I’m sorry this has taken me so long to respond o. My apologies. The municipal storm sewers serving this property on either Coldrey Ave. or Merivale Road ultimately empty into the Ottawa River with no municipal treatment for quality. However, the distance of travel in both cases is greater than 2 km, therefor the RVCA does not consider on-site quality treatment for stormwater to have a significant effect on surface water quality improvement. Thus, we will not be advising additional on-site controls are required. We do recommend, if possible that efforts to incorporate on-site passive BMP’s be considered where grades and space are available. Jocelyn
Jocelyn Chandler M.Pl. MCIP, RPP Planner, RVCA t) 613-692-3571 x1137 f) 613-692-0831 [email protected] www.rvca.ca mail: Box 599 3889 Rideau Valley Dr., Manotick, ON K4M 1A5 courier: 3889 Rideau Valley Dr., Nepean, ON K2C 3H1 This message may contain information that is privileged or confidential and is intended for the use of the individual(s) or entity named above. This material may contain confidential or personal information which may be subject to the provisions of the Municipal Freedom of Information & Protection of Privacy Act. If you are not the intended recipient of this email, any use, review, revision, retransmission, distribution, dissemination, copying, printing or otherwise use of, or taking any action in reliance upon this email , is strictly prohibited. If you have received this email in error, please contact the sender and delete the original and any copy of the email and any print out thereof, immediately. Your cooperation is appreciated.
From: Jonathan Jonker [mailto:[email protected]] Sent: Thursday, September 24, 2015 11:42 AM To: Jocelyn Chandler
Good Morning Jocelyn,
We have been asked by Carlington Community Health Center to help them with a future expansion for their site located at 900 Merivale Road. The work would involve building expansion and parking lot modifications. The existing site is developed and will be modified as part of the development. An email pre-consultation with the City was completed to confirm the quantity control for stormwater leaving the site. The City wanted us to confirm with RVCA if there were any quality control requirements for stormwater.
Can you review the attached site plan and let me know if there would be any quality control required for the site? If you need any additional information please do not hesitate to call or email.
Thank you very much,
1 Jonathan Jonker, C.E.T. Junior Designer / Inspector - Site Development 115 Walgreen Road, R R 3, Carp, ON K0A 1L0 T. 613.836.2184 (2252) | F. 613.836.3742 | C. 613.868.6484 [email protected] | www.mcintoshperry.com
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2 APPENDIX B: EXISTING WATERMAIN FLOW AND FIRE CALCULATIONS Pg 1 of 1 CP-16-0005 - Carlington Community Health Centre 1-Apr-16
Project: Carlington Community Health Centre Project No.: CP-16-0005 Designed By: JJ Checked By: CM Date: April 1, 2016
Ontario 2006 Building Code Compendium (Div. B - Part 3) Water Supply for Fire-Fighting - Store/Office & Warhouse Building
Building is classified as Group : B2 & C (from table 3.2.2.55) Building is of noncombustible construction with fire separations and fire-resistance ratings provided in accordance with subsections 3.2.2., including loadbearing walls, columns and arches
From Div. B A-3.2.5.7. of the Ontario Building Code - 3. Building On-Site Water Supply:
(a) Q = K x V x Stot where: Q = minimum supply of water in litres K = water supply coefficient from Table 1 V = total building volume in cubic metres Stot = total of spatial coefficient values from the property line exposures on all sides as obtained from the formula: Stot = 1.0 + [Sside1+Sside2+Sside3+…etc.]
K 10 (from Table 1 pg A-31) (Worst case occupancy {B2/C} 'K' value used) From Figure 1 (A- V 14,168 (Total building volume in cu.m.) 32) Stot 1.5 (From figure 1 pg A-32 ) Snorth 4.5m 0.5 Q = 212,521.68 L Seast 59.7 m 0.0 Ssouth 11.9 m 0.0 From Table 2: Required Minimum Water Supply Flow Rate (L/s) Swest 42.5 m 0.0 *approximate distances 6,300 L/min (if 190,000 L < Q <270,000 L) 1,664 GPM
Available fire hydrant flow (from City of Ottawa)
Inspection Flow Residual Pressure (psi) Flow (gpm) Date Hydrant Hydrant Static Dynamic Pitot actual at 20 psi 2011-07-06 6427062 6427063 70 >61 54 1029 2598 2011-07-06 6427061 642060 72 >63 38 863 2226 2011-07-06 6427063 642060 72 >63 34 817 2106
Therefore, the required fire protection flow for the proposed addition ( 1,664 gpm) met the existing municipal fire hydrant supply (>1,664 igpm)
Page 1 of 1 900 Merivale Road - Fire Underwriters Survey (FUS) Fire Calculations 1-Apr-16
Project: 900 Merivale Road Project No.: CP-16-0005 Designed By: JMJ Checked By: CJM Date: April 1, 2016
1. From the Fire Underwriters Survey (1999) From Part II – Guide for Determination of Required Fire Flow Copyright I.S.O.: F = 220 x C x яA Where: F=Required fire flow in liters per minute C=Coefficient related to the type of construction. The total floor area in square meters (including all storey’s, but excluding basements at least 50 percent A= below grade) in the building being considered.
2. Determine Ground Floor Area As provided by the Architect: 1st Floor Area = 1,290.31 m² 2nd Floor Area = 1,000.62 m² 3rd Floor Area = 1,000.62 m² 4th Floor Area = 1,000.62 m² Total Floor Area = 4,292.17 m²
This floor area represents the final build-out of the proposed development; as outlined on the Site Plan drawing.
3. Calculate Required Fire Flow F = 220 x C x яA C = 0.80 A = 4,292.17 F = 220.00 X 0.80 y я 4292.17 F = 11,530.58 L/min.
4. Determine Height in Storeys From Architectural Drawings: Number of Storeys = 4.00
5. Determine Increase or Decrease Based on Occupancy From note 2, Page 18 of the Fire Underwriter Survey: Low Hazard - Care Facility -25% F= 8,647.94 L/min.
6. Determine the Decrease, if any for Sprinkler Protection From note 3, Page 18 of the Fire Underwriter Survey: The flow requirement may be reduced by up to 50% for complete automatic sprinkler protection depending upon adequacy of the • system. The credit for the system will be a maximum of 30% for an adequately designed system conforming to NFPA 13 and other NFPA sprinkler • standards. • Additional credit of 10% if water supply is standard for both the system and fire department hose lines • If sprinkler system is fully supervised system, an additional 10% credit is granted • The entire building will be installed with a fully automated, standardized with the City of Ottawa Fire Department and fully supervised.
• Therefore 8,648 L/min – 50% (The building is sprinklered with a standard system and fire department hose lines) F= 4,323.97 L/min.
7. Determine the Total Increase for Exposures From note 4, Page 18 of the Fire Underwriter Survey: • Exposure distance to the building to the north & south of the proposed building is approximately 28.3m & 10.1m respectfully. • There are no existing buildings surrounding the remainder of the site that are within 45m. • Therefore the charge for exposure is 25% of the value obtained in Step 5. • 4.324 L/min + (8,648 L/min x 25%) F= 6,485.95 L/min.
Therefore, after rounding to the nearest 1,000 L/min, the total required fire flow for the development is 7,000 L/min 1,849.2 GPM).
Available flow from the hydrant along Coldrey Avenue is 8,426.3 L/min (2,226 GPM).
The existing fire hydrant does have sufficient capacity to provide fire protection for the proposed building based on the FUS calculations.
MAX HGL = 137.1 m MAX DAY + FIRE = 121.4 m PROPSED GRADE = 76.15 m MAX HGL - PROPOSED GRADE X 1.42 = 86.549 Greater than 80 PSI NOTE: A pressure reducing valve is likely required, a pressure check MAXDAY + FIRE - PROPOSED GRADE X 1.42 = 64.255 Greater than 20 PSI at the completion of construciton is required. Jonathan Jonker
From: Hannewyk, Joseph
Follow Up Flag: Follow up Flag Status: Completed
Thank-you for your "Fire Flow Request". Please refer to attachments.
Disclaimer: Fire Flow testing is conducted by the City for compliance purposes and to determine hydrant colour-coding. Although every attempt is made to validate this data, the testing remains a point-in-time test, and as such may not reflect the current system conditions and/or hydraulics.
Please ensure that all requests include the information below and allow 10 business days for processing:
1) Subject line includes the words "Fire Flow Request" together with the civic address and closest x-street. 2) Body includes; reason for request, Development or Non-Development (development requests are those in which other City permits will be required regardless of the requestor's scope of work) together with general end use purpose for the request (i.e. Site Servicing Study, Sprinkler design).
Thanks Joseph Hannewyk C.E.T. Maintenance Mgmt Business & Process Analyst / Water Resources Analyst, Environmental Engineering, Environmental Services City of Ottawa
From: Jonathan Jonker [mailto:[email protected]] Sent: 2013/04/03 09:34 To: Hannewyk, Joseph Subject: Fire Flow Request - 900 Merivale, Corner of Merivale Rd. & Coldrey Ave. Importance: High
Good Morning Joseph,
I’m requesting fire hydrant flow information for a future “Development” that you have on file to determine if there is sufficient flow in the existing watermain to provide fire protection for a new building.
This proposed development is located at 900 Merivale Road, an adjacent map is included to highlight the location. There is a fire hydrants located across from the site along Coldrey Avenue and on at the corner of Merivale Road and Coldrey Avenue.
1 I am looking for the historical fire hydrant flow data sampled within the last 3-4 years. This information should show both the flow from a fully open hydrant as well as the maximum available flow at 20 psi.
The site I’m working on is currently developed as the Carlington Community Health Centre. No new services are being proposed for the proposed expansion. The information I am looking for will be used to determine if there is sufficient flow to service the proposed building expansion and in the case of a fire to provide fire services with enough flow to fight the fire.
Thank you very much,
Jonathan Jonker Junior Designer / Inspector - Land Development 115 Walgreen Road, R R 3, Carp, ON K0A 1LO T. 613.836.2184 (2252) | F. 613.836.3742 | C. 613.223.8513 [email protected] | www.mcintoshperry.com
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2 FAX TRANSMISSION FORM - Supply Pressure/Flow Capacity Date/Time: 13/04/12-09:50:29 City of Ottawa Our File: 49-01-2006 Transportation Utilities and Public Works 1 of 2 Page(s) Customer Service & Operational Support 951 Clyde Avenue Ottawa, On, K1Z 5A6 Joseph Hannewyk email: [email protected] Business Consultant/Water Resources Analyst phone 560-6065 x22617 fax 728-4183
To: Jonathan Jonker Company: McIntosh Perry Consulting Engineers Ltd. Tel: 836-2184 x2252 Fax: 836-3742 Pressure Only ? (Y): Location: Merivale @ Coldrey Request_dt: 13/04/12-09:43:06# 6452 Email: [email protected] Preferred Response Method: Inspection Flow Residual Pressure (psi) Flow (igpm) Date Hydrant Hydrant Static Dynamic Pitot Actual @ 20 psi 2011/07/06 6427062 6427063 70 >61 54 1029 2598 2011/07/06 6427061 6427060 72 >63 38 863 2226 2011/07/06 6427063 6427060 72 >63 34 817 2106
Note: the computed flows are approximate and performed for hydrant colour coding purposes, thus these values are not intended for design purposes. Ref# 6452
Pg 1 of 1 CP-16-0005 - Water Demands 1-Apr-16
Project: 900 Merivale Road Project No.: CP-16-0005 Designed By: JMJ Checked By: CJM Date: April 1, 2016 Site Area: 0.81 gross ha 42.00 Units 1,260.00 floor area, m 96.60 Units AVERAGE DAILY DEMAND DEMAND TYPE AMOUNT UNITS Residential 350 L/c/d Industrial - Light 35,000 L/gross ha/d Industrial - Heavy 55,000 L/gross ha/d Shopping Centres 2,500 L/(1000m² /d Health Clinic 5,500 L/(1000m² /d Hospital 900 L/(bed/day) Schools 70 L/(Student/d) Trailer Parks no Hook-Ups 340 L/(space/d) Trailer Park with Hook-Ups 800 L/(space/d) Campgrounds 225 L/(campsite/d) Mobile Home Parks 1,000 L/(Space/d) Motels 150 L/(bed-space/d) Hotels 225 L/(bed-space/d) Tourist Commercial 28,000 L/gross ha/d Other Commercial 28,000 L/gross ha/d AVERAGE DAILY DEMAND 0.08 0.39 L/s AVERAGE DAILY DEMAND 0.47 L/s
MAXIMUM DAILY DEMAND DEMAND TYPE AMOUNT UNITS Residential 2.5 x avg. day L/c/d Industrial 1.5 x avg. day L/gross ha/d Commercial 1.5 x avg. day L/gross ha/d Institutional 1.5 x avg. day L/gross ha/d MAXIMUM DAILY DEMAND 0.12 0.98 L/s MAXIMUM DAILY DEMAND 1.10 L/s
MAXIMUM HOUR DEMAND DEMAND TYPE AMOUNT UNITS Residential 2.2 x max. day L/c/d Industrial 1.8 x max. day L/gross ha/d Commercial 1.8 x max. day L/gross ha/d Institutional 1.8 x max. day L/gross ha/d MAXIMUM HOUR DEMAND 0.22 2.15 L/s MAXIMUM HOUR DEMAND 2.37 L/s
WATER DEMAND DESIGN FLOWS PER UNIT COUNT CITY OF OTTAWA - WATER DISTRIBUTION GUIDELINES, JULY 2010 Jonathan Jonker
From: Bazinet, Kristin
Follow Up Flag: Follow up Flag Status: Flagged
Hi Jonathan,
Find attached the boundary conditions:
The following are boundary conditions, HGL, for hydraulic analysis at 900 Merviale (zone 2W) assumed to be connected to the 152mm on Coldrey Ave (see attached PDF for location). Minimum HGL = 121.4m Maximum HGL = 137.1m, the maximum pressure is estimated to be more than 80 psi. A pressure check at completion of construction is recommended to determine if pressure control is required. Available Flow =95L/s assuming a residual of 20 psi and a ground elevation of 76.0m
These are for current conditions and are based on computer model simulation. Disclaimer: The boundary condition information is based on current operation of the city water distribution system. The computer model simulation is based on the best information available at the time. The operation of the water distribution system can change on a regular basis, resulting in a variation in boundary conditions. The physical properties of watermains deteriorate over time, as such must be assumed in the absence of actual field test data. The variation in physical watermain properties can therefore alter the results of the computer model simulation.
Kristin Bazinet. P.Eng Development Review Examen des demandes d'aménagement
City of Ottawa | Ville d'Ottawa 613.580.2424 ext./poste 12180 ottawa.ca/planning / ottawa.ca/urbanisme
1 1365 815 1247 853 851 205 201 197 193 819 1251 189 173 1316 859 209 177 mm Boundary Condition for 900 Meriv8a21le 06 185 mm 4 858 1 181 20 1320 1267 m 863 0 2 1 2 1 5 m 213 m 2 1269 5 m m 2 1252 867 1354 m 1273 217 m m 871 03 188 221 2 835 M 875 E 872 225 192 A 1262 $ 229 T 196 H E 1270 1257 233 V S 1291 A 200 237 R T 1376 1272 241 A 1293 1257 245 ER 204 1276 1259 1255 CR 208 1301 1261 1263 212 1282 216 m 1305 1286 1265 2m 1267 220 15 1307 1290 1311 224 218218 m 1273 1400 1313 m 228 1 1319 3 1294 244 240 5 20 1292 232 2 1321 1302 1277 m 1325 236 m 1304 1327 D 824 R 829 GF T 897 S 1308 E S 1279 L E 218 826 1331 AM 1310 A V H I T 1312 832 R
E
1349 1316 M 834 1293 E 1351 1345 V 1320 A m 915 Y 900 1328 E m DR 5 L 0 1303 O 3 1353 1332 C
1357 1340 1317 1303 250 1323 917 1342 1319 1323 1348 921 1352 1327 1354 925 1356 1319 1335 1323 929 1360 1366 926 1341 1327 933 1362 1345 1331 m 2m 1312 1335 15 1 1351 1316 937 5 m 1366 1341 2 m 1357 m 03 1320 m 2 1 930 245 851 1369 5 1343 941 2 E 1324 m V 1373 1349 A 288 m DE 1328 284 249 SI 942 945 1381 A 1332 1366 LE 1299 253 1336 ANNA AVE 1363 1301 257 31 1340 261 1367 1303 1344 265 35 1370 1371 1307 951 K 1 1350 5 E R5 1375 A 1311 275 2 39 N 1352 1382 D m 872 Z D 1315 956 955 279 m 43 I 1379 E IS 283 1319 47 S 1383 O 287 70 1364 876 T N R2 Legend 1387 1323 959 873 S 1368 T 1327 m 66 m 1308 1370 03 38 880 2 963 Pipe Ownership 1312 962 1376 62 42 1337 879 1380 VE 1316 Private 884 A 967 E 46 2 1384 1341 R 1322 58 1388 IE 1167 0 R 1311 m 960 3 890 1388 1345 R m 54 50 m Public PE 1326 1313 52 m 887 897 1349 LA 1 989 1319 1170 894 897 1353 1334 970 1338 1323 895 1357 1327 963 897 898 1363 1344 1342 1331 1310 APPENDIX C: SANITARY SEWER CALCULATION SANITARY SEWER DESIGN SHEET
PROJECT: CCHC & OCH Development LOCATION: 900 Merivale Road CLIENT: CSV Architects
LOCATION RESIDENTIAL ICI AREAS INFILTRATION ALLOWANCE FLOW SEWER DATA 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 30 31 UNIT TYPES AREA POPULATION PEAK AREA (ha) PEAK AREA (ha) FLOW DESIGN CAPACITY LENGTH DIA SLOPE VELOCITY FLOW VELOCITY AVAILABLE STREET AREA ID FROM TO PEAK FLOW INSTITUTIONAL COMMERCIAL INDUSTRIAL FLOW FLOW (full) DEPTH (actual) CAPACITY SF SD TH APT (ha) IND CUM IND CUM (L/s) (L/s) (m) (mm) (%) MH MH FACTOR (L/s) IND CUM IND CUM IND CUM (L/s) (L/s) (m/s) (mm) (m/s) L/s (%)
PROPOSED BLDG BLDG MH1A 42 96.6 96.6 4.00 1.57 0.81 0.81 0.00 0.00 0.70 0.81 0.81 0.23 2.50 19.36 2.97 200 0.32 0.597 50.5 0.416 16.86 87.11
OUTLET MH1A EX MAIN 1.57 0.81 0.81 0.00 0.00 0.70 0.81 0.81 0.23 2.50 19.36 11.81 200 0.32 0.597 50.5 0.416 16.86 87.11
Design Parameters: Notes: Designed: JMJ No. Revision Date 1. Mannings coefficient (n) = 0.013 1. Issued for Site Plan Control 2016-03-07 Residential ICI Areas 2. Demand (per capita): 350 L/day 2 Revised as per City Comments 2016-08-16 SF 3.4 p/p/u Peak Factor 3. Infiltration allowance: 0.28 L/s/Ha Checked: CJM TH/SD 2.7 p/p/u INST 50,000 L/Ha/day 1.5 4. Residential Peaking Factor: APT 2.3 p/p/u COM 50,000 L/Ha/day 1.5 Harmon Formula = 1+(14/(4+P^0.5)) Other 60 p/p/Ha IND 35,000 L/Ha/day MOE Chart where P = population in thousands Project No.: CP-16-0005 Date: Sheet No: 2016-08-15 1 of 1
H:\01 Project - Proposals\2016 Jobs\CP\0CP-16-0005 CSV_Carlington Community Health Centre_900 Merivale Road\Civil\03 - Servicing\Sanitary\CP-16-0005 - Sanitary Sewer Design Sheet.xlsx 2016-08-153:11 PM APPENDIX D: PRE-DEVELOPEMENT PLAN No. Revision/Issue Date
Check and verify all dimensions before proceeding with the work Do not scale drawings
Stamp: Stamp:
Client:
Project:
Drawing Title:
Project Number:
Drawn by:
Checked By: Drawing Number: Designed By:
Date: SHEET of APPENDIX E: POST-DEVELOPMENT PLAN No. Revision/Issue Date
Check and verify all dimensions before proceeding with the work Do not scale drawings
Stamp: Stamp:
Client:
Project:
Drawing Title:
Project Number:
Drawn by:
Checked By: Drawing Number: Designed By:
Date: SHEET of APPENDIX F: STORMWATER CALCULATIONS Pg 1 of 9 CP-16-0005 - 900 MERIVALE ROAD 1-Apr-16
AVERAGE PRE-DEVELOPMENT RUNOFF COEFFICIENT CALCULATIONS
Area A1 EXISTING SITE Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) ASPHALT 0.90 1.00 2534.9 2281.4 2534.9 BUILDING 0.90 1.00 1113.3 1001.9 1113.3 CONCRETE 0.90 1.00 219.9 197.9 219.9 GRASS 0.20 0.25 4203.2 840.6 1050.8 Avg C 0.54 0.61
AVERAGE POST-DEVELOPMENT RUNOFF COEFFICIENT CALCULATIONS
Area B1 NORTH CORNER OF SITE - UNRESTRICTED FLOW Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) ASPHALT 0.90 1.00 30.1 27.1 30.1 GRASS 0.20 0.25 1177.0 235.4 294.2 CONCRETE 0.60 0.75 219.9 131.9 164.9 Avg C 0.28 0.34
Area B2 EXISTING BUILDINGS ROOF - UNRESTRICTED FLOW Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) BUILDING 0.90 1.00 928.2 835.4 928.2 Avg C 0.90 1.00
Area B3 NORTH WEST PROPERTY LINE - UNRESTRICTED FLOW Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) ASPHALT 0.90 1.00 85.3 76.7 85.3 GRASS 0.20 0.25 506.5 101.3 126.6 CONCRETE 0.90 1.00 69.7 62.7 69.7 Avg C 0.36 0.43
Area B4 PROPOSED 1-STOREY ROOF - DRAINS TO MH#1 Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) BUILDING 0.90 1.00 289.7 260.7 289.7 Avg C 0.90 1.00
Area B5 PROPOSED 4-STOREY ROOF - DRAINS TO MH#1 Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) BUILDING 0.90 1.00 1000.6 900.6 1000.6 Avg C 0.90 1.00
Area B6 EAST CORNER OF SITE - DRAINS TO CBMH#6 Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) ASPHALT 0.90 1.00 210.6 189.6 210.6 GRASS 0.20 0.25 484.9 97.0 121.2 Avg C 0.41 0.48
Area B7 SOUTH EAST SIDE OF PARKING LOT - DRAINS TO CBMH#5 Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) ASPHALT 0.90 1.00 419.9 377.9 419.9 GRASS 0.20 0.25 208.9 41.8 52.2 CONCRETE 0.90 1.00 144.1 129.7 144.1 Avg C 0.71 0.80
Area B8 MIDDLE PORTION OF PARKING LOT - DRAINS TO CBMH#4 Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) ASPHALT 0.90 1.00 433.5 390.2 433.5 GRASS 0.20 0.25 137.6 27.5 34.4 CONCRETE 0.90 1.00 72.7 65.4 72.7 Avg C 0.75 0.84
Area B9 SOUTH CORNER OF SITE - DRAINS TO CBMH#3 Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) ASPHALT 0.90 1.00 399.8 359.8 399.8 GRASS 0.20 0.25 234.7 46.9 58.7 CONCRETE 0.90 1.00 32.4 29.2 32.4 Avg C 0.65 0.74
Area B10 SOUTH WEST CORNER OF SITE - DRAINS TO CBMH#2 Type C (5-yr) C (100-yr) Area (m²) Product (5-yr) Product (100-yr) ASPHALT 0.90 1.00 406.4 365.8 406.4 GRASS 0.20 0.25 496.4 99.3 124.1 CONCRETE 0.90 1.00 78.5 70.6 78.5 Avg C 0.55 0.62 Pg 2 of 9 CP-16-0005 - 900 MERIVALE ROAD 1-Apr-16
Time of 5-Year (mm/hr) 100-Year (mm/hr) concentration (min.)
12.40 93.0 159.2 PRE-DEVELOPMENT 10.00 104.2 178.6 POST-DEVELOPMENT
As per discussions with City staff the Tc was calculated using the City standard 10min with the addition of the time calculated using the FAA method. Please see page 3 in this appendix for full calculations.
PRE-DEVELOPMENT RUNOFF COEFFICIENT CALCULATIONS (Tc = 12.4)
Balanced Runoff Balanced Runoff 5-Year Flow Rate 100-Year Flow Basin Drainage Area (ha) Coefficient (C) 100- Coefficient (C) 5-yr (l/s) Rate (l/s) yr
A1 0.81 0.54 0.61 112.7 218.0 Total 0.81 112.7 218.0
POST-DEVELOPMENT RUNOFF COEFFICIENT CALCULATIONS (Tc = 10.0)
Balanced Runoff Balanced Runoff 5-Year Flow Rate 100-Year Flow Basin Drainage Area (ha) Coefficient (C) 100- Coefficient (C) 5-yr (l/s) Rate (l/s) yr
B1 0.14 0.28 0.34 11.6 24.1 B2 0.09 0.90 1.00 24.2 46.1 B3 0.07 0.36 0.43 6.9 14.1 B4 0.03 0.90 1.00 7.6 14.4 B5 0.10 0.90 1.00 26.1 49.7 B6 0.07 0.41 0.48 8.3 16.6 B7 0.08 0.71 0.80 15.9 30.7 B8 0.06 0.75 0.84 14.0 26.8 B9 0.07 0.65 0.74 12.6 24.5 B10 0.10 0.55 0.62 15.6 30.2 Total 0.81 142.6 277.1
REQUIRED RESTRICTED FLOW, 5 YEAR PRE-DEVELOPMENT FLOW RATE (Tc = 12.4)
Balanced Runoff 5-Year Flow Rate Basin Drainage Area (ha) Coefficient (C) 5-yr (l/s)
A1 0.81 0.50 104.4
ACTUAL STORM WATER RUNOFF FROM SITE (L/s)
Post-Development Unrestricted (l/s) Post-Development (Restricted) (l/s) Area 5-yr 100-yr 5-yr 100-yr B1 11.6 24.1 11.6 24.1 B2 24.2 46.1 24.2 46.1 UNRESTRICTED B3 6.9 14.1 6.9 14.1 B4 7.6 14.4 0.6 1.1 B5 26.1 49.7 1.8 3.6 B6 8.3 16.6 B7 15.9 30.7 RESTRICTED B8 14.0 26.8 15.4 15.4 B9 12.6 24.5 B10 15.6 30.2 Total 142.6 277.1 60.5 104.4 Pg 3 of 9 CP-16-0005 - 900 MERIVALE ROAD 1-Apr-16 FAA METHOD OF CALCULATING Tc PRE-DEVELOPMENT FAA equation: t = G (1.1 - c) L 0.5 / (100 S)1/3
t= Time of Travel (min) t = 12.3991 C= Runoff Coefficient (dimensionless) Lo= Overland Flow Length (ft) So= Overland Slope (%) Tc = 12.3991 Tc = 12.40 G= 1.8 12.40 C= 0.55 Lo= 249 12.40 So= 2
POST-DEVELOPMENT FAA equation: t = G (1.1 - c) L 0.5 / (100 S)1/3
t= Time of Travel(min) t = 6.53773 C= Runoff Coefficient (dimensionless) Lo= Overland Flow Length (ft) So= Overland Slope (%) Tc = 6.53773 Tc = 10.00 G= 1.8 10.00 C= 0.81 Lo= 249 10.00 So= 2 Pg 4 of 9 CP-16-0005 - 900 MERIVALE ROAD 11-Jun-14
ROOF DRAIN FLOW FOR SINGLE STOREY PORTION (B4) Roof Drain Flow 2 Roof Drains Flow (l/s) Storage Depth (mm) Flow Rate Vs. Build-Up Flow (l/s) (One Weir) 0.18 15 0.36 Metric 0.24 20 0.48 Depth (mm) Flow (L/s) 0.30 25 0.60 15 0.18 0.36 30 0.72 20 0.24 0.42 35 0.84 25 0.30 0.48 40 0.96 30 0.36 0.54 45 1.08 40 0.48 0.60 50 1.20 45 0.54 0.66 55 1.32 50 0.60 0.72 60 1.44 55 0.66 0.78 65 1.56 *Roof Drain model to be Accutrol Weirs, See attached sheets 0.84 70 1.68 *Roof Drain Flow information taken from Watts Drainage website 0.90 75 1.80 0.96 80 1.92 CALCULATING ROOF FLOW 1.02 85 2.04 1.08 90 2.16 1 roof drain during a 5 year storm 1.14 95 2.28 elevation of water = 25mm 1.20 100 2.40 Flow leaving 1 roof drain = (1 x 0.30 L/s) = 0.30 L/s 1.26 105 2.52 1.32 110 2.64 1 roof drain during a 100 year storm 1.38 115 2.76 elevation of water = 45mm 1.44 120 2.88 Flow leaving 1 roof drain = (1 x 0.54 L/s) = 0.54 L/s 1.50 125 3.00 1.56 130 3.12 2 roof drains during a 5 year storm 1.62 135 3.24 elevation of water = 25mm 1.68 140 3.36 Flow leaving 2 roof drains = (2 x 0.30 L/s) = 0.60 L/s 1.74 145 3.48 1.80 150 3.60 2 roof drains during a 100 year storm Note: The flow leaving through a restricted roof drain is elevation of water = 45mm based on flow vs. head information Flow leaving 2 roof drains = (2 x 0.54 L/s) = 1.08 L/s
ROOF DRAIN FLOW FOR FOUR STOREY PORTION (B5) Roof Drain Flow 6 Roof Drains Flow Rate Vs. Build-Up Flow (l/s) Storage Depth (mm) Flow (l/s) (One Weir) 0.18 15 1.08 Metric 0.24 20 1.44 Depth (mm) Flow (L/s) 0.30 25 1.80 15 0.18 0.36 30 2.16 20 0.24 0.42 35 2.52 25 0.30 0.48 40 2.88 30 0.36 0.54 45 3.24 40 0.48 0.60 50 3.60 45 0.54 0.66 55 3.96 50 0.60 0.72 60 4.32 55 0.66 0.78 65 4.68 0.84 70 5.04 *Roof Drain model to be Accutrol Weirs, See attached sheets 0.90 75 5.40 *Roof Drain Flow information taken from Watts Drainage website 0.96 80 5.76 1.02 85 6.12 CALCULATING ROOF FLOW 1.08 90 6.48 1.14 95 6.84 1 roof drain during a 5 year storm 1.20 100 7.20 elevation of water = 25mm 1.26 105 7.56 Flow leaving 1 roof drain = (1 x 0.30 L/s) = 0.30 L/s 1.32 110 7.92 1.38 115 8.28 1 roof drain during a 100 year storm 1.44 120 8.64 elevation of water = 50mm 1.50 125 9.00 Flow leaving 1 roof drain = (1 x 0.60 L/s) = 0.60 L/s 1.56 130 9.36 1.62 135 9.72 6 roof drains during a 5 year storm 1.68 140 10.08 elevation of water = 25mm 1.74 145 10.44 Flow leaving 6 roof drains = (6 x 0.30 L/s) = 1.80 L/s 1.80 150 10.80 Note: The flow leaving through a restricted roof drain is 6 roof drains during a 100 year storm based on flow vs. head information elevation of water = 50mm Flow leaving 6 roof drains = (6 x 0.60 L/s) = 3.60 L/s Pg 5 of 9 CP-16-0005 - 900 MERIVALE ROAD 1-Apr-16
STORAGE REQUIRMENTS FOR AREA B4 5-YEAR STORM EVENT
Allowable Runoff To Be Storage Tc I (mm/hr) Runoff (l/s) B4 Outflow (l/s) Stored (l/s) Required (m3)
10 104.2 7.6 0.6 7.0 4.2 20 70.3 5.1 0.6 4.5 5.4 30 53.9 3.9 0.6 3.3 6.0 40 44.2 3.2 0.6 2.6 6.2 50 37.7 2.7 0.6 2.1 6.4 60 32.9 2.4 0.6 1.8 6.4 70 29.4 2.1 0.6 1.5 6.4 80 26.6 1.9 0.6 1.3 6.4 90 24.3 1.8 0.6 1.2 6.3 100 22.4 1.6 0.6 1.0 6.1
Maximum Storage Required (m³) = 6.4
100-YEAR STORM EVENT
Allowable Runoff To Be Storage Tc I (mm/hr) Runoff (l/s) B4 Outflow (l/s) Stored (l/s) Required (m3) 10 178.6 14.4 1.1 13.3 8.0 20 120.0 9.7 1.1 8.6 10.3 30 91.9 7.4 1.1 6.3 11.4 40 75.1 6.0 1.1 5.0 11.9 50 64.0 5.2 1.1 4.1 12.2 60 55.9 4.5 1.1 3.4 12.3 70 49.8 4.0 1.1 2.9 12.3 80 45.0 3.6 1.1 2.5 12.2 90 41.1 3.3 1.1 2.2 12.0 100 37.9 3.1 1.1 2.0 11.8
Maximum Storage Required (m³) = 12.3
STORAGE OCCUPIED IN AREA B4 5-YEAR STORM EVENT Other Storage Areas on Site Water Elev. (m) = N/A Location T/G INV. (out) Area (m2) Depth (m) Volume (m3) ROOF N/A N/A 289.68 0.025 7.2 Total 7.2
Storage Available (m³) = 7.2 Storage Required (m³) = 6.4
100-YEAR STORM EVENT Other Storage Areas on Site Water Elev. (m) = N/A Location T/G INV. (out) Area (m2) Depth (m) Volume (m3) ROOF 100.80 100.25 289.68 0.045 13.0 Total 13.0
Storage Available (m³) = 13.0 Storage Required (m³) = 12.3 Pg 6 of 9 CP-16-0005 - 900 MERIVALE ROAD 1-Apr-16
STORAGE REQUIRMENTS FOR AREA B5 5-YEAR STORM EVENT
Allowable Runoff To Be Storage Tc I (mm/hr) Runoff (l/s) B5 Outflow (l/s) Stored (l/s) Required (m3)
10 104.2 26.1 1.8 24.3 14.6 20 70.3 17.6 1.8 15.8 19.0 30 53.9 13.5 1.8 11.7 21.0 40 44.2 11.1 1.8 9.3 22.2 50 37.7 9.4 1.8 7.6 22.9
Maximum Storage Required (m³) = 22.9
100-YEAR STORM EVENT
Allowable Runoff To Be Storage Tc I (mm/hr) Runoff (l/s) B5 Outflow (l/s) Stored (l/s) Required (m3)
10 178.6 49.7 3.6 46.1 27.6 20 120.0 33.4 3.6 29.8 35.7 30 91.9 25.6 3.6 22.0 39.5 40 75.1 20.9 3.6 17.3 41.5 50 64.0 17.8 3.6 14.2 42.6 60 55.9 15.5 3.6 11.9 43.0 70 49.8 13.9 3.6 10.3 43.1 80 45.0 12.5 3.6 8.9 42.8 90 41.1 11.4 3.6 7.8 42.3 100 37.9 10.5 3.6 6.9 41.7
Maximum Storage Required (m³) = 43.1
STORAGE OCCUPIED IN AREA B5 5-YEAR STORM EVENT Other Storage Areas on Site Water Elev. (m) = N/A Location T/G INV. (out) Area (m2) Depth (m) Volume (m3) ROOF N/A N/A 1000.62 0.030 30.0 Total 30.0
Storage Available (m³) = 30.0 Storage Required (m³) = 22.9
100-YEAR STORM EVENT Other Storage Areas on Site Water Elev. (m) = N/A Location T/G INV. (out) Area (m2) Depth (m) Volume (m3) ROOF N/A N/A 1000.62 0.050 50.0 Total 50.0
Storage Available (m³) = 50.0 Storage Required (m³) = 43.1 Pg 7 of 9 CP-16-0005 - 900 MERIVALE ROAD 1-Apr-16
STORAGE REQUIRMENTS FOR AREA B6-B10 5-YEAR STORM EVENT
Allowable Runoff To Be Storage Tc I (mm/hr) Runoff (l/s) B6 Runoff (l/s) B7 Runoff (l/s) B8 Runoff (l/s) B9 Runoff (l/s) B10 Outflow (l/s) Stored (l/s) Required (m3)
10 104.2 8.3 15.9 14.0 12.6 15.6 15.4 50.9 30.6 20 70.3 5.6 10.7 9.4 8.5 10.5 15.4 29.3 35.2 30 53.9 4.3 8.2 7.2 6.5 8.1 15.4 18.9 34.0 40 44.2 3.5 6.7 5.9 5.3 6.6 15.4 12.7 30.6 50 37.7 3.0 5.8 5.1 4.5 5.7 15.4 8.6 25.8
Maximum Storage Required (m³) = 35.2
100-YEAR STORM EVENT
Allowable Runoff To Be Storage Tc I (mm/hr) Runoff (l/s) B6 Runoff (l/s) B7 Runoff (l/s) B8 Runoff (l/s) B9 Runoff (l/s) B10 Outflow (l/s) Stored (l/s) Required (m3)
10 178.6 16.6 30.7 26.9 24.5 30.2 15.4 113.4 68.1 20 120.0 11.1 20.6 18.0 16.5 20.3 15.4 71.2 85.4 30 91.9 8.5 15.8 13.8 12.6 15.5 15.4 50.9 91.6 40 75.1 7.0 12.9 11.3 10.3 12.7 15.4 38.8 93.0 50 64.0 5.9 11.0 9.6 8.8 10.8 15.4 30.8 92.3 60 55.9 5.2 9.6 8.4 7.7 9.5 15.4 24.9 89.7 70 49.8 4.6 8.6 7.5 6.8 8.4 15.4 20.5 86.2 80 45.0 4.2 7.7 6.8 6.2 7.6 15.4 17.1 81.9 90 41.1 3.8 7.1 6.2 5.6 7.0 15.4 14.2 76.9 100 37.9 3.5 6.5 5.7 5.2 6.4 15.4 11.9 71.6
Maximum Storage Required (m³) = 93.0
STORAGE OCCUPIED IN AREA B6-B10 5-YEAR STORM EVENT Other Storage Areas on Site Water Elev. (m) = 75.92 Location T/G INV. (out) Area (m2) Depth (m) Volume (m3) CBMH#2 75.80 74.57 178.64 0.12 7.27 CBMH#3 75.80 74.64 240.50 0.12 10.24 CBMH#4 75.80 74.75 248.63 0.12 9.91 CBMH#5 75.80 74.85 312.73 0.12 13.37 Total 40.8
Storage Available (m³) = 40.8 Storage Required (m³) = 35.2
100-YEAR STORM EVENT Other Storage Areas on Site Water Elev. (m) = 75.97 Location T/G INV. (out) Area (m2) Depth (m) Volume (m3) CBMH#2 75.80 74.57 307.17 0.17 19.52 CBMH#3 75.80 74.64 358.53 0.17 25.86 CBMH#4 75.80 74.75 400.39 0.17 26.43 CBMH#5 75.80 74.85 409.40 0.17 31.90 Total 103.7
Storage Available (m³) = 103.7 Storage Required (m³) = 93.0 Pg 8 of 9 CP-16-0005 - 900 MERIVALE ROAD 1-Apr-2016 STORM SEWER DESIGN SHEET
PROJECT: CCHC & OCH DEVELOPMENT LOCATION: 900 Merivale Road CLIENT: CSV Architechs PAGE: 9 OF 9
LOCATION CONTRIBUTING AREA (ha) RATIONAL DESIGN FLOW SEWER DATA 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 FROM TO INDIV CUMUL INLET TIME TOTAL i (5) i (10) i (100) 5yr PEAK 10yr PEAK 100yr PEAK FIXED DESIGN CAPACITY LENGTH PIPE SIZE (mm) SLOPE VELOCITY AVAIL CAP (5yr) STREET AREA ID C-VALUE AREA MH MH AC AC (min) IN PIPE (min) (mm/hr) (mm/hr) (mm/hr) FLOW (L/s) FLOW (L/s) FLOW (L/s) FLOW (L/s) FLOW (L/s) (L/s) (m) DIA W H (%) (m/s) (L/s) (%)
WEST CORNER B4 ROOF MH#1 0.90 0.03 0.03 0.03 10.00 0.71 10.71 104.19 122.14 178.56 7.55 7.55 44.30 37.24 250 0.51 0.874 36.75 82.95% NORTH WEST CORNER B5 ROOF MH#1 0.90 0.10 0.09 0.12
EASTERN SIDE B6 CB#6 CBMH#5 0.41 0.07 0.03 0.03 10.00 0.78 10.78 104.19 122.14 178.56 8.26 8.26 91.46 37.66 375 0.25 0.802 83.20 90.97% EAST CORNER B7 CBMH#5 CBMH#4 0.71 0.08 0.05 0.08 10.78 0.65 11.43 100.23 117.48 171.71 23.24 23.24 91.46 31.40 375 0.25 0.802 68.22 74.59% SOUTH WEST CORNER B8 CBMH#4 CBMH#3 0.75 0.06 0.05 0.13 11.43 0.59 12.03 97.18 113.88 166.43 35.57 35.57 91.46 28.60 375 0.25 0.802 55.88 61.10% B9 CBMH#3 CBMH#2 0.65 0.07 0.05 0.18 12.03 0.42 12.45 94.57 110.81 161.92 47.31 47.31 91.46 20.25 375 0.25 0.802 44.14 48.27% B10 CBMH#2 MH#1 0.55 0.10 0.05 0.23 12.45 0.28 12.73 92.82 108.75 158.89 58.89 58.89 91.46 13.40 375 0.25 0.802 32.56 35.60% MH#1 EX MAIN 0.34 12.73 0.26 12.99 91.70 107.43 156.95 87.79 87.79 129.34 17.77 375 0.50 1.134 41.55 32.13%
Definitions: Notes: Designed: JMJ No. Revision Date Q = 2.78CiA, where: 1. Mannings coefficient (n) = 0.013 1. ISSUED FOR SITE PLAN CONTROL 01/04/2016 Q = Peak Flow in Litres per Second (L/s) A = Area in Hectares (ha) Checked: CJM i = Rainfall intensity in millimeters per hour (mm/hr) [i = 998.071 / (TC+6.053)^0.814] 5 YEAR [i = 1174.184 / (TC+6.014)^0.816] 10 YEAR Project No.: CP-16-0005 [i = 1735.688 / (TC+6.014)^0.820] 100 YEAR Date: Sheet No: 01/04/2016 9 of 9
H:\01 Project - Proposals\2016 Jobs\CP\0CP-16-0005 CSV_Carlington Community Health Centre_900 Merivale Road\Civil\03 - Servicing\Storm\CP-16-0005 - Storm.xlsx APPENDIX G: CITY OF OTTAWA DESIGN CHECKLIST 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
City of Ottawa
4. Development Servicing Study Checklist
The following section describes the checklist of the required content of servicing studies. It is expected that the proponent will address each one of the following items for the study to be deemed complete and ready for review by City of Ottawa Infrastructure Approvals staff.
The level of required detail in the Servicing Study will increase depending on the type of application. For example, for Official Plan amendments and re-zoning applications, the main issues will be to determine the capacity requirements for the proposed change in land use and confirm this against the existing capacity constraint, and to define the solutions, phasing of works and the financing of works to address the capacity constraint. For subdivisions and site plans, the above will be required with additional detailed information supporting the servicing within the development boundary.
4.1 General Content
Criteria Location (if applicable)
Executive Summary (for larger reports only). N/A
Date and revision number of the report. On Cover
Location map and plan showing municipal address, boundary, Appendix ‘E’ and layout of proposed development.
Plan showing the site and location of all existing services. Site Servicing and Utility Plan
Development statistics, land use, density, adherence to zoning 1.1 Purpose and official plan, and reference to applicable subwatershed and watershed plans that provide context to which individual 1.2 Site Description developments must adhere. 6.0 Stormwater Management Summary of Pre-consultation Meetings with City and other Appendix ‘A’ approval agencies.
Reference and confirm conformance to higher level studies and 1.1 Purpose reports (Master Servicing Studies, Environmental Assessments, Community Design Plans), or in the case where it is not in 1.2 Site Description conformance, the proponent must provide justification and develop a defendable design criteria. 6.0 Stormwater Management
1 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
Statement of objectives and servicing criteria. 3.0 Pre-Consultation Summary
Identification of existing and proposed infrastructure available N/A in the immediate area.
Identification of Environmentally Significant Areas, Lot Grading, Drainage, Sediment watercourses and Municipal Drains potentially impacted by the and Erosion Control Plan proposed development (Reference can be made to the Natural Heritage Studies, if available).
Concept level master grading plan to confirm existing and Lot Grading, Drainage, Sediment proposed grades in the development. This is required to and Erosion Control Plan confirm the feasibility of proposed stormwater management and drainage, soil removal and fill constraints, and potential impacts to neighbouring properties. This is also required to confirm that the proposed grading will not impede existing major system flow paths.
Identification of potential impacts of proposed piped services N/A on private services (such as wells and septic fields on adjacent lands) and mitigation required to address potential impacts.
Proposed phasing of the development, if applicable. N/A
Reference to geotechnical studies and recommendations See Geotech concerning servicing.
All preliminary and formal site plan submissions should have Lot Grading, Drainage, Sediment the following information: and Erosion Control Plan o Metric scale o North arrow (including construction North) o Key plan o Name and contact information of applicant and property owner o Property limits including bearings and dimensions o Existing and proposed structures and parking areas o Easements, road widening and rights-of-way o Adjacent street names
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4.2 Development Servicing Report: Water
Criteria Location (if applicable) Confirm consistency with Master Servicing Study, if available N/A
Availability of public infrastructure to service proposed N/A development
Identification of system constraints N/A
Identify boundary conditions N/A
Confirmation of adequate domestic supply and pressure N/A
Confirmation of adequate fire flow protection and confirmation Appendix ‘B’ that fire flow is calculated as per the Fire Underwriter’s Survey. Output should show available fire flow at locations throughout the development.
Provide a check of high pressures. If pressure is found to be N/A high, an assessment is required to confirm the application of pressure reducing valves.
Definition of phasing constraints. Hydraulic modeling is N/A required to confirm servicing for all defined phases of the project including the ultimate design
Address reliability requirements such as appropriate location of N/A shut-off valves
Check on the necessity of a pressure zone boundary N/A modification.
Reference to water supply analysis to show that major N/A infrastructure is capable of delivering sufficient water for the proposed land use. This includes data that shows that the expected demands under average day, peak hour and fire flow conditions provide water within the required pressure range
3 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
Description of the proposed water distribution network, N/A including locations of proposed connections to the existing system, provisions for necessary looping, and appurtenances (valves, pressure reducing valves, valve chambers, and fire hydrants) including special metering provisions.
Description of off-site required feedermains, booster pumping N/A stations, and other water infrastructure that will be ultimately required to service proposed development, including financing, interim facilities, and timing of implementation.
Confirmation that water demands are calculated based on the Appendix ‘B’ City of Ottawa Design Guidelines.
Provision of a model schematic showing the boundary N/A conditions locations, streets, parcels, and building locations for reference.
4.3 Development Servicing Report: Wastewater
Criteria Location (if applicable) Summary of proposed design criteria (Note: Wet-weather flow N/A criteria should not deviate from the City of Ottawa Sewer Design Guidelines. Monitored flow data from relatively new infrastructure cannot be used to justify capacity requirements for proposed infrastructure).
Confirm consistency with Master Servicing Study and/or N/A justifications for deviations.
Consideration of local conditions that may contribute to N/A extraneous flows that are higher than the recommended flows in the guidelines. This includes groundwater and soil conditions, and age and condition of sewers.
Description of existing sanitary sewer available for discharge of 5.2 Sanitary Servicing wastewater from proposed development.
4 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
Verify available capacity in downstream sanitary sewer and/or N/A identification of upgrades necessary to service the proposed development. (Reference can be made to previously completed Master Servicing Study if applicable)
Calculations related to dry-weather and wet-weather flow rates N/A from the development in standard MOE sanitary sewer design table (Appendix ‘C’) format.
Description of proposed sewer network including sewers, 5.2 Sanitary Servicing pumping stations, and forcemains.
Discussion of previously identified environmental constraints N/A and impact on servicing (environmental constraints are related to limitations imposed on the development in order to preserve the physical condition of watercourses, vegetation, soil cover, as well as protecting against water quantity and quality).
Pumping stations: impacts of proposed development on N/A existing pumping stations or requirements for new pumping station to service development.
Forcemain capacity in terms of operational redundancy, surge N/A pressure and maximum flow velocity.
Identification and implementation of the emergency overflow N/A from sanitary pumping stations in relation to the hydraulic grade line to protect against basement flooding.
Special considerations such as contamination, corrosive N/A environment etc.
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4.4 Development Servicing Report: Stormwater Checklist
Criteria Location (if applicable) Description of drainage outlets and downstream constraints 6.0 Stormwater Management including legality of outlets (i.e. municipal drain, right-of-way, watercourse, or private property)
Analysis of available capacity in existing public infrastructure. N/A
A drawing showing the subject lands, its surroundings, the Pre- and Post-Development Plans receiving watercourse, existing drainage patterns, and proposed drainage pattern.
Water quantity control objective (e.g. controlling post- 6.0 Stormwater Management development peak flows to pre-development level for storm events ranging from the 2 or 5 year event (dependent on the receiving sewer design) to 100 year return period); if other objectives are being applied, a rationale must be included with reference to hydrologic analyses of the potentially affected subwatersheds, taking into account long-term cumulative effects.
Water Quality control objective (basic, normal or enhanced 6.0 Stormwater Management level of protection based on the sensitivities of the receiving watercourse) and storage requirements.
Description of the stormwater management concept with 6.0 Stormwater Management facility locations and descriptions with references and supporting information.
Set-back from private sewage disposal systems. N/A
Watercourse and hazard lands setbacks. N/A
Record of pre-consultation with the Ontario Ministry of N/A Environment and the Conservation Authority that has jurisdiction on the affected watershed.
Confirm consistency with sub-watershed and Master Servicing N/A Study, if applicable study exists.
Storage requirements (complete with calculations) and Appendix ‘F’
6 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
conveyance capacity for minor events (1:5 year return period) and major events (1:100 year return period).
Identification of watercourses within the proposed Lot Grading, Drainage, Sediment development and how watercourses will be protected, or, if and Erosion Control Plan necessary, altered by the proposed development with applicable approvals.
Calculate pre and post development peak flow rates including a 6.0 Stormwater Management, description of existing site conditions and proposed impervious Appendix ‘F’ areas and drainage catchments in comparison to existing conditions.
Any proposed diversion of drainage catchment areas from one 6.0 Stormwater Management outlet to another.
Proposed minor and major systems including locations and 6.0 Stormwater Management sizes of stormwater trunk sewers, and stormwater management facilities.
If quantity control is not proposed, demonstration that Appendix ‘A’ downstream system has adequate capacity for the post- development flows up to and including the 100 year return period storm event.
Identification of potential impacts to receiving watercourses N/A
Identification of municipal drains and related approval N/A requirements.
Descriptions of how the conveyance and storage capacity will 6.0 Stormwater Management be achieved for the development.
100 year flood levels and major flow routing to protect Lot Grading, Drainage, Sediment proposed development from flooding for establishing minimum and Erosion Control Plan building elevations (MBE) and overall grading.
Inclusion of hydraulic analysis including hydraulic grade line N/A elevations.
7 900 Merivale Road CP-16-0005 Carlington Community Health Centre Hub Site Servicing & Stormwater Management Report
Description of approach to erosion and sediment control during 7.0 Sediment and Erosion Control construction for the protection of receiving watercourse or drainage corridors.
Identification of floodplains – proponent to obtain relevant N/A floodplain information from the appropriate Conservation Authority. The proponent may be required to delineate floodplain elevations to the satisfaction of the Conservation Authority if such information is not available or if information does not match current conditions.
Identification of fill constraints related to floodplain and N/A geotechnical investigation.
4.5 Approval and Permit Requirements: Checklist
The Servicing Study shall provide a list of applicable permits and regulatory approvals necessary for the proposed development as well as the relevant issues affecting each approval. The approval and permitting shall include but not be limited to the following:
Criteria Location (if applicable) Conservation Authority as the designated approval agency for N/A modification of floodplain, potential impact on fish habitat, proposed works in or adjacent to a watercourse, cut/fill permits and Approval under Lakes and Rivers Improvement Act. The Conservation Authority is not the approval authority for the Lakes and Rivers Improvement Act. Where there are Conservation Authority regulations in place, approval under the Lakes and Rivers Improvement Act is not required, except in cases of dams as defined in the Act.
Application for Certificate of Approval (CofA) under the Ontario N/A Water Resources Act.
Changes to Municipal Drains. N/A
Other permits (National Capital Commission, Parks Canada, N/A Public Works and Government Services Canada, Ministry of Transportation etc.)
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4.6 Conclusion Checklist
Criteria Location (if applicable) Clearly stated conclusions and recommendations 8.0 Summary
9.0 Recommendations Comments received from review agencies including the City of All are stamped Ottawa and information on how the comments were addressed. Final sign-off from the responsible reviewing agency.
All draft and final reports shall be signed and stamped by a All are stamped professional Engineer registered in Ontario
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