ULTRAMAR LTD 3467 Hawthorne Road Ottawa, Ontario SITE SERVICING & STORMWATER MANAGEMENT REPORT. Submitted to:

Transcription

1 ULTRAMAR LTD 3467 Hawthorne Road Ottawa, Ontario SITE SERVICING & STORMWATER MANAGEMENT REPORT Submitted to: Manon Renaud Architect 443 Saint-Claude, Montréal (QC) H2Y 3B6 Submitted by: Delcan Corporation 1223 Michael Street, Suite 100 Ottawa, Ontario K1J 7T2 EO2392EOA00 December 2012

2 Site Servicing & Stormwater Management Report December, 2012 Ultramar Ltd, 3467 Hawthorne Road, Ottawa ON CONTENTS 1 INTRODUCTION PURPOSE EXISTING CONDITIONS PROPOSED DEVELOPMENT GEOTECHNICAL RECOMMENDATIONS PRE-CONSULTATION WITH MOE, RVCA AND CITY OF OTTAWA STORMWATER MANAGEMENT PLAN... 3 Page i 7.1 PRE-DEVELOPMENT CONDITIONS POST-DEVELOPMENT CONDITIONS STORM SEWERS AND SWM SYSTEM STORM SEWERS SWM SYSTEM SANITARY SEWER WATERMAIN EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION CONCLUSIONS... 7 APPENDICES: Appendix A Stormwater Management Calculations Appendix B Storm and Sanitary Sewer Computation Forms Appendix C Pipes / Maintenance Holes Storage Calculations Appendix D Sanitary Load and Fire Flow Calculations Appendix E Correspondence with the City of Ottawa and RVCA Appendix F Site Servicing Feasibility Study Addendum - Rezoning of 3467 Hawthorne Road Appendix G Stormwater Management Report Phase 1 Part A Hunt Club Road Extension Appendix H Development Servicing Study Checklist DRAWINGS: Drawing C-101 Site Servicing Plan Drawing C-102 Grading and Erosion and Sediment Control Plan Drawing C-103 Construction Detail Plan Drawing C-104 Post-Development Drainage Plan TABLES: Table 1 Buildings Water Demands and Fire Flow Table 2 Fire Hydrant Testing Results

3 1 INTRODUCTION Site Servicing & Stormwater Management Report December, 2012 Ultramar Ltd, 3467 Hawthorne Road, Ottawa ON Page 1 Delcan Corporation was retained by Manon Renaud Architect (MRA) to provide engineering services for a proposed Ultramar Ltd gas station, convenience store and car wash to be located at the corner of Hawthorne Road and Hunt Club Road in Ottawa, Ontario. Legal description of subject site is part of lots 5 and 6 and part of the road allowance between lots 5 and 6, Concession 6, geographic Township of Gloucester, City of Ottawa. Legal address of property is 3467 Hawthorne Road, Ottawa, Ontario. The site encompasses a total area of approximately ha and is bordered by Hunt Club Road to the south, a commercial storage site to the north and vacant land to the east and Hawthorne Road to the west. The location of the development is shown on-site Plan Dwg A-100 (previously submitted under separate cover by other. For the purpose of this report, it is assumed that Hawthorne Road runs north-south, and that Hunt Club Road runs east-west. 2 PURPOSE This report summarizes the proposed site servicing, grading and drainage design, documents the proposed method of attenuating stormwater runoff from the subject site, and deals with erosion and sedimentation control measures to be undertaken during construction. Stormwater management items addressed include the following: establishing the allowable post-development release rate from the site; calculating the post-development runoff from the site; and, determining the required on-site stormwater storage volume and location of storage areas. 3 EXISTING CONDITIONS The subject site currently a vacant land. The topography is generally moderate with a majority of the site sloping easterly towards a network of open ditches and reaches a low lying area north of the new Hunt Club Road extension. The existing 525mm diameter storm sewer and 250 mm diameter sanitary sewer on Hunt Club Road will serve as the outlet points for the stormwater management system and the sanitary system proposed for the site, respectively. During construction along Hunt Club Road a 300mm storm sewer stub and a 250mm sanitary sewer stub were installed up to the south east property line. The Hunt Club storm sewer ultimately discharges into a stormwater facility on Hunt Club Road completed as part of the Hunt Club road construction. The sanitary sewers on Hunt Club Road discharges to a 250 mm diameter sewer located on Hawthorne Road. The water servicing requirements for the site will be provided by an existing 300 mm diameter watermain located on Hunt Club Road. There are two (2) fire hydrants within the vicinity of the site; one (1) located directly in front of the site on Hunt Club Road; and one (1) north of the site along Hawthorne Road. During the construction of Hunt Club Road a 150mm watermain stub was provided at the south east property line. 4 PROPOSED DEVELOPMENT The proposed development will consist of 6-pump gas station complete with a convenience store and car wash facility. The convenience store will be a 200m 2 one (1) story building. Trash/Garbage pickup from the site will be located at the east side of the retail building. Access to the site will be from both Hawthorne Road and Hunt Club Road.

4 Site Servicing & Stormwater Management Report December, 2012 Ultramar Ltd, 3467 Hawthorne Road, Ottawa ON Page 2 Landscaping will be incorporated around the perimeter of the site as shown on the Architect s landscape drawing (not included in this report). Features include tree plantings, shrubs and grass cover on the southern edge of the property fronting Hunt Club Road. The site will be serviced by a new storm sewer system outletting to the existing 575 mm storm sewer on Hunt Club Road. The new on-site stormwater management (SWM) system has been sized to attenuate the 5-year and 100-year flow to the allowable flow rates described in section 7. The storm sewer outlet (at STM CBMH102) has an 191mm plug type inlet control device (ICD) before flowing to the stormceptor and ultimately to the storm sewer on Hunt Club Road. Calculation details are available in Appendix A. The stormwater total suspended solids quality requirements have been accounted for in the downstream stormwater pond (see the Stormwater Management Report Phase 1 Part A Hunt Club Road Extension by J.F. Sabourin and Associates Ltd, dated April 2010), however due to potential for site contamination, an oil and grit separator such as a stormceptor is provided on-site in order to provide pretreatment of the stormwater. The proposed servicing and grading of the site is illustrated on Drawings C-101 and C-102 respectively. Copies of these drawings are appended to this report. 5 GEOTECHNICAL RECOMMENDATIONS Thurber Engineering LTD. completed a geotechnical report, Geotechnical Investigation Ultramar Gas Bar, 3467 Hawthorne Road, Ottawa, Ontario dated November 5, The report s recommendations related to site servicing, grading and drainage and how they are addressed are listed below: Pipe Bedding & Backfill Bedding for services to be mm of Granular A under the pipe and 300 mm on sides and above the pipe obvert. Compaction: native material excavated for the trench can be reused as backfill only if located below landscaped areas and placed in lifts. Where trenches are below asphalt or concrete the trench shall be backfilled with compactable granular fill material in lifts and compacted to at least 95% of the material Standard Proctor Maximum Dry Density (SPMDD) to the sub-grade. The item above has been addressed by showing on the grading plan the pavement structure. Pavement New asphalt is to be as per the following design: Material Light Duty Heavy Duty Surface Course: HL3 or SP12.5 (PG58-34) 50 mm 50 mm Binder Course: HL8 or SP19.0 (PG 58-34) N/A 50 mm Granular Base: OPSS Granular A 150 mm 150 mm Granular Base: OPSS Granular B Type I 300 mm 450 mm The item above has been addressed by showing on the grading plan the pavement structure.

5 Site Servicing & Stormwater Management Report December, 2012 Ultramar Ltd, 3467 Hawthorne Road, Ottawa ON 6 PRE-CONSULTATION WITH MOE, RVCA AND CITY OF OTTAWA Page 3 MOE MOE local district officer, Charles Goulet, has been contacted to request information regarding specifics comments regarding this development. At this time no comments have been issued on behalf of the MOE. RVCA An correspondence with the RVCA planner, Jocelyn Chandler, on December 13, 2012 the installation of an oil/grit separator is required for the on-site quality control. This information is explained in the following section and the correspondence is attached in Appendix E. CITY OF OTTAWA An correspondence with the City of Ottawa has provided information regarding the stormwater management allowable release rate. This information is explained in the following section and the correspondence is attached in Appendix E. 7 STORMWATER MANAGEMENT PLAN Drawing C-104, appended to the report, shows the boundaries of the post-development drainage areas and should be read in conjunction with this report. The design approach for the stormwater management is to ensure that the post-development peak flows does not exceed the allowable release rate flow. Per City of Ottawa (City) direction, the stormwater flows from the site will be controlled to the following parameters based on the Stormwater Management Report Phase 1 Part A Hunt Club Road Extension by J.F. Sabourin and Associates Ltd, dated April 2010: For a 5-year storm event, the allowable release rate will be calculated based on the following: - Runoff coefficient (C) = Drainage Area (A) = 0.45ha - Time of Concentration (Tc) = 15min For a 100-year storm event, the allowable release rate will be 12% higher than the 5-year flow. A copy of City correspondence is provided in Appendix E. The Rational Method formula has been used to calculate stormwater runoff and rainfall data is based on the most recent Ottawa IDF curves. Q = 2.78 CiA, where: Rainfall intensity: Q = Flow rate (L/s) C = Runoff coefficient i = Rainfall intensity (mm/hr) A = Area (ha) 5-year Ottawa IDF curve i = / (tc ) i = mm/hr, based on a 15-min. time of concentration Using the Rational Method formula and the above criteria, the allowable outlet flow rate for the site has been calculated to be 79.4 L/s for the 5-year event and 89.0 L/s for the 100-year event.

6 7.1 PRE-DEVELOPMENT CONDITIONS Site Servicing & Stormwater Management Report December, 2012 Ultramar Ltd, 3467 Hawthorne Road, Ottawa ON The existing site surface drains uncontrolled to the center of the property where it is force to infiltrate naturally into the ground. The current site consists of a vacant lot. Some areas outside the property limits drain to the site as well and will continue to be captured on site. The additional area has been accounted for in the overall design and treated in the same manor. Page POST-DEVELOPMENT CONDITIONS Based on post-development boundary conditions, WS-08 and WS-09 will drain uncontrolled to the adjacent property to the east. Since these areas will not be controlled, the post-development flow for the SWM system will be reduced by the 100 year flow from these areas. The remaining areas WS-01 to WS-07 will drain to the on-site SWM system. For the purposes of calculating the average runoff coefficients for the post-development areas, the following guidelines were used: Landscaped surfaces (grass, trees, shrubs, etc.) C = 0.20 Impervious surfaces (asphalt, concrete, pavers, rooftops, etc.) C = 0.90 Appendix A Stormwater Management Calculations provides a summary of the post-development areas and average runoff coefficients. Other than WS-08 and WS-09, the whole site will drain via the site storm sewer system directly to the 575 mm storm sewer on Hunt Club Road. Since the previous areas will flow uncontrolled, the allowable release rates are reduced by 0.7L/s which is the 100-year flow equivalent. The allowable flows have been reduced to 70.7 L/s for the 5- year storm event and to 88.3 L/s for the 100-year storm event. Based on these allowable flow rates, the required storage to attenuate the 5-year and 100-year post-development flow rate have been calculated and are shown in Appendix A. Storage requirements to attenuate the post-development flow rates are given below. 5-yr Site Storage Requirements The 5-year post-development flow will be captured within the SWM system and stored completely underground. Below grade storage will be provided within the on-site storm piping and related storm structures to provide the required 11.2 m 3 of storage 100-yr Site Storage Requirements The 100-year post-development flow will be captured within the SWM system, with use of surface storage. Below grade storage will be provided within the on-site storm piping and related storm structures to provide 12.5m 3 of storage the remainder will be obtained through surface storage. The total storage required for the 100-year storm event is 38.8 m 3. To control the backflow from the site to the allowable flow rate of 70.7 L/s (5-year) and 88.3 L/s (100-year) a 191mm ICD is installed on the outlet pipe upstream of the oil and grit separator. See Appendix A for detailed ICD calculations.

7 8 STORM SEWERS AND SWM SYSTEM Site Servicing & Stormwater Management Report December, 2012 Ultramar Ltd, 3467 Hawthorne Road, Ottawa ON Page STORM SEWERS Calculations showing the storm sewer capacities are appended to this report under Appendix B Storm and Sanitary Sewer Computation Forms. The storm sewer design spreadsheet is based on the Rational Method and Manning formula and was used to calculate the design flow and required pipe sizes. Ottawa IDF information for the 5-year design storm was used to calculate the peak flows. Drawing C-104 shows the drainage areas and the sewer layout with catchbasin and maintenance hole locations indicated. Details including pipe lengths, sizes, materials, inverts elevations and structure types are shown on drawing C SWM SYSTEM The on-site storm sewers and related storm structures have been sized to attenuate the 5-year and 100-year post-development flow rates to the allowable post-development flow rates as shown in Appendices A and B. As mentioned above, the SWM system includes a 191mm plug type ICD to be installed in STM CBMH102, controlled at a rate of 70.7 L/s for the 5-year event and 88.3 L/s for the 100-year event. On-site surface storage is provided for 100-year storm event only. The hydraulic grade line (HGL) during the 5-year design storm is at an elevation of m and at m during the 100- year design. The storm system storage available in pipes, maintenance holes/catchbasins are shown in section 7.2, the excess 100-year storage will be stored on the surface. SWM storage volumes are summarized and appended to this report under Appendix C Pipes /Maintenance Holes Storage Calculations. 9 SANITARY SEWER The peak sanitary flow for the buildings is calculated to be 0.64 L/s including infiltration. The buildings will be serviced by 150 mm diameter connection to San MH01 and San MH02. From SAN MH01, an existing 250 mm connection has been made to the existing sanitary sewer on Hunt Club Road. The sanitary sewer on Hunt Club Road ultimately discharges to the 250 mm diameter sewer on Hawthorne Road. The report Site Servicing Feasibility Study Addendum - Rezoning of 3467 Hawthorne Road, date April 29, 2008 demonstrates the existing sanitary sewers system has the necessary capacity to accommodate flow from the proposed development. The building service connections will have a capacity of L/s based on a pipe slope of 1.0% and is more than adequate to handle the anticipated sewage flow. Details concerning pipe length, material and elevation are shown on drawing C WATERMAIN The site is serviced by a 150 mm watermain connected to the existing 305 mm watermain located on Hunt Club Road. The watermain will be constructed with a minimum depth of cover of 2.4 m to City of Ottawa standards. The retail building will be serviced by a 38mm water service and the car wash building will be serviced by a 50mm water service. The water demands for the new buildings are listed in Table 1 below.

8 Table 1: Building Water Demands and Fire Flow Average Daily Peak Hourly Demand Demand (l/s) (l/s) Site Servicing & Stormwater Management Report December, 2012 Ultramar Ltd, 3467 Hawthorne Road, Ottawa ON Max Daily Demand (l/s) Fire Flow Demand (l/s) Page 6 Max Daily + Fire Flow Demand (l/s) Retail Car Wash Total Table 2 - Fire Hydrant Testing Results Location Inspection Date Hawthorne, 60m north of Hunt Club intersection Hunt Club, 80 m east of Hawthorne intersection Hunt Club, 154 m east of Hawthorne intersection Hunt Club, 240 m east of Hawthorne intersection June May May May Tag Number Static Pressure (psi) Dynamic Pressure (psi) Flow (usgpm) Flow (l/s) The water demand and fire flow calculations are shown in Appendix D. Details concerning pipe length; material and elevation are shown on drawing C EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION To mitigate the impacts due to erosion and sedimentation during construction, erosion and sediment control measures shall be installed and maintained throughout the duration of construction. Measures shall only be removed once the construction activities are complete, and the site has stabilized. The measures will include: Filter fabric installed between the frame and cover of existing and new catchbasins and maintenance holes, to minimize sediments entering the storm drainage system. All grassed areas must be completed prior to the removal of the filter fabric in catchbasins and maintenance holes. All catchbasins and maintenance holes will have sumps to maximize the removal of sediments prior to discharging into the existing and new sewer system. These sumps must be cleaned of debris on a yearly basis. Heavy Duty Silt Fence Barriers placed around the perimeter of the site where necessary, installed and maintained according to OPSS 577 and OPSD

9

10 APPENDIX A Stormwater Management Calculations

11 TABLE I - ALLOWABLE RUNOFF CALCULATIONS Area Description Area (ha) Time of Conc, Tc (min) I 5 (mm/hr) Storm = 5 yr Cavg Q ALLOW (L/sec) I 100 (mm/hr) Storm = 100 yr Cavg Q ALLOW (L/sec) Existing site Allowable release rate is based on 5-year storm at Tc=15 mins 100 yr allowable is 12 % increase from 5 yr storm 5-year Storm C ASPH/ROOF/CONC = 0.90 C GRASS = year Storm C ASPH/ROOF/CONC = 0.90 C GRASS = 0.20 TABLE II- POST-DEVELOPMENT AVERAGE RUNOFF COEFFICIENTS Area No. Asphalt/Roof /Conc Areas Grassed (m 2 ) A * C ASPH Areas (m 2 ) A * C GRASS Sum AC Total Area (m 2 ) C AVG (5yr) C AVG(100yr) WS WS WS WS WS WS WS WS-08* WS-09* Total *Total Average Runoff Coefficient (Post Development-Controlled flows) C AVG(5yr) = 3,083 4,547 = 0.68 C AVG(100yr) = 0.68 *Average Runoff Coefficient (Post Development-Uncontrolled flows) C AVG(5yr) = = 0.20 C AVG(100yr) = 0.20 * Uncontrolled areas TABLE III- SUMMARY OF POST-DEVELOPMENT RUNOFF Storm = 5 yr Storm = 100 yr Area No Area (ha) I 5 (mm/hr) C AVG(5yr) Q GEN (l/s) Q CONT (l/s) (mm/hr) C AVG(100yr) Q GEN (l/s) Q CONT (l/s) WS WS WS WS WS WS WS WS-08* WS-09* Totals I 100 I 5 = / (Tc ) I 100 = / (Tc ) Time of concentration (min), Tc = * Uncontrolled areas 10 mins Delcan/EO2392EOA/December 2012 A1

12 Table IV - Storage Volumes (5-Year and 100-Year Storm Events) C AVG = 0.68 (5-year) C AVG = 0.68 (100-year) Time Interval = 5 (mins) Drainage Area = (hectares) Release Rate = 70.7 (L/sec) Release Rate = 88.3 (L/sec) Return Period = 5 (years) Return Period = 100 (years) IDF Parameters, A = , B = IDF Parameters, A = , B = ( I = A/(T c +C)B, C = ( I = A/(Tc+C)B, C = Duration (min) Rainfall Intensity, I (mm/hr) Peak Flow (L/sec) Release Rate (L/sec) Max = Notes 1 ) Peak flow is equal to the product of 2.78 x C x I x A Storage Rate (L/sec) Storage (m 3 ) Rainfall Intensity, I (mm/hr) Peak Flow (L/sec) Release Rate (L/sec) Storage Rate (L/sec) Storage (m 3 ) 2) Rainfall Intensity, I = A/(Tc+C) B 3) Release Rate = LESSER of Min (Release Rate, Peak Flow) - Minus 100 Year Flow Of Uncontroled Areas OR Pipe Outlet Capacity 4 ) Storage Rate = Peak Flow - Release Rate 5) Storage = Duration x Storage Rate 6) Maximium Storage = Max Storage Over Duration Delcan/EO2392EOA/December 2012 A2

13 POST-DEVELOPMENT RELEASE RATE PER ICD EQUATION FOR 5-YEAR STORM EVENT AT PIPE CENTRE D = 300 mm ROUND Q = 0.62 x A x [2gh] 0.5 where: Q = 70.7 L/s g = 9.81 m/s 2 HGL (ponding level) elev. = m (a) pipe outlet invert = m trial ROUND orifice = mm ROUND** orifice centre elevation = m (b) For: Q = 70.7 L/s g = 9.81 m/s 2 h = 0.8 m h = (a - b) = 0.8 m A = sq. m and d = mm ROUND** (should agree) Delcan/EO2392EOA/December2012 A3

14 POST-DEVELOPMENT RELEASE RATE PER ICD EQUATION FOR 100-YEAR STORM EVENT AT PIPE CENTRE D = 300 mm ROUND Q = 0.62 x A x [2gh] 0.5 where: Q = 88.3 L/s g = 9.81 m/s 2 HGL (ponding level) elev. = m (a) pipe outlet invert = m trial ROUND orifice = mm ROUND** orifice centre elevation = m (b) For: Q = 88.3 L/s g = 9.81 m/s 2 h = 1.24 m h = (a - b) = 1.24 m A = sq. m and d = mm ROUND** (should agree) Delcan/EO2392EOA/December 2012 A4

15 APPENDIX B Storm and Sanitary Sewer Computation Forms

16 STORM SEWER COMPUTATION FORM Rational Method Ottawa IDF Curve - 5-y Q = Flow (L/sec) Q = 2.78*A*I*R A = Area (ha) I 5 = / (Tc ) I = Rainfall Intensity (mm/h) R = Ave. Runoff Coefficient Minimum Time of Conc. Tc = 10 min Runoff Parameters Roof Peak Drainage From To Area Runoff Indiv. Accum. Time of Rainfall Flow Flow Pipe Dia. Slope Length Capacity Velocity Time of REMARKS Area Coeff. 2.78AR 2.78AR Conc. Intensity Q Q nom. actual full full actual Flow (ha) R (min) (mm/hr) (L/sec) (L/sec) (mm) (mm) (%) (m) (L/sec) (m/sec) (m/sec) (min) WS-01 STM CB105 STM CBMH WS-03 BLDG A STORM PIPE WS-02 STM CBMH104 STM CBMH WS-04 STM CBMH103 STM CBMH WS-05 STM CB106 STM CBMH WS-06 BLDG B STM CBMH WS-07 STM CBMH102 STM STC MH ICD controlled at 70.7 m 3 STM STC MH 101 TEE Design: M. Theiner Project: Ultramar Ltd., 3467 Hawthorne Road, Ottawa, ON Check: S. Plante EO2392EOA Date: 12-Dec-12 Client: Ultramar Ltd. Delcan/EO2392EOA/December 2012 B1

17 SANITARY SEWER COMPUTATION FORM Manning's n = Peak Sewer Data Drainage From To Flow Type Pipe Dia. Slope Length Capacity Velocity Time of REMARKS Area Q of nom. actual full full actual Flow (L/sec) Pipe (mm) (mm) (%) (m) (L/sec) (m/sec) (m/sec) (min) Outlet to Hunt Club Road Building A - Retail BLDG SAN MH PVC SAN MH02 SAN MH PVC Building B - Car Wash BLDG SAN MH PVC SAN MH01 EXIS.SAN.M.H PVC Design: M. Theiner Project: Ultramar Ltd., 3467 Hawthorne Road, Ottawa, ON Check: S. Plante EO2392EOA Date: 12-Dec-12 Client: Ultramar Ltd. Delcan/EO2392EOA/December 2012 B2

18 APPENDIX C Pipes / Maintenance Holes Storage Calculations

19 5-YEAR STORM EVENT STORAGE TABLE I - UNDERGROUND PIPE STORAGE U/S MH D/S MH Length (m) Pipe Dia (mm) Pipe Area (s.m.) Volume (c.m.) STM CB105 STM CBMH STM CBMH104 STM CBMH STM CBMH103 STM CBMH STM CB106 STM CBMH Total 8.0 TABLE II - UNDERGROUND STRUCTURE STORAGE Size (mm) T/G (m) HGL (m) Inv Elev (m) Storage Depth (m) Volume (c.m.) No. Area (s.m.) STM CBMH dia STM CBMH dia STM CB x STM CBMH dia STM CB x Total 3.2 TABLE III- SURFACE STORAGE (PONDING) Ponding Area Volumes Drainage No. Structure No Drainage Area (s.m.) Ponding Area (s.m.) HGL (m) T/G (m) Depth (m) Storage (c.m) WS-02 STM CBMH WS-04 STM CBMH WS-05 STM CB WS-07 STM CBMH Total 0.0 Structure Area (s.m.) = L x W Volume (c.m.)= A x d Total Provided 5-Year Storage on site = 11.2 m3 Delcan/EO2392EOA/December 2012 C1

20 100-YEAR STORM EVENT STORAGE TABLE IV - UNDERGROUND PIPE STORAGE U/S MH D/S MH Length (m) Pipe Dia (mm) Pipe Area (s.m.) Volume (c.m.) STM CB105 STM CBMH STM CBMH104 STM CBMH STM CBMH103 STM CBMH STM CB106 STM CBMH Total 8.0 TABLE V - UNDERGROUND STRUCTURE STORAGE Size (mm) T/G (m) HGL (m) Inv Elev (m) Storage Depth (m) Volume (c.m.) No. Area (s.m.) STM CBMH dia STM CBMH dia STM CB x STM CBMH dia STM CB x Total 4.6 TABLE VI - SURFACE STORAGE (PONDING) Ponding Area Volumes Drainage No. Structure No Drainage Area (s.m.) Ponding Area (s.m.) HGL (m) T/G (m) Depth (m) Storage (c.m) WS-02 STM CBMH WS-04 STM CBMH WS-05 STM CB WS-07 STM CBMH Total 30.1 Structure Area (s.m.) = L x W Volume (c.m.)= A x d Total Provided 100-Year Storage on site = 42.6 m3 Delcan/EO2392EOA/December 2012 C2

21 APPENDIX D Sanitary Load + Fire Flow

22 SANITARY LOADS FOR PROPOSED DEVELOPMENT SITE AREA OFFICE EMPLOYEES COMMERCIAL/RETAIL INSTITUTIONAL Total INFILTRATION Drainage Site Empl. Cumulative Peak Peak Retail Peak Peak Area Cumul. Peak Peak Peak Site Infiltration Infilt. Total Area Area 1 per 18m2 Area Empl. Factor Flow Area Factor Flow Area Factor Flow Flow Areas Factor Flow Peak Flow (ha) (ha) GFA (ha) 10-hr Shift (L/s) (m 2 ) (L/s) (ha) (ha) (per Ottawa) (L/s) (L/s) (ha) (.28 L/ha) (L/s) (L/s) Outlet to Hunt Club Road Building A - Retail Building B - Car Wash ` total 0.64 DESIGN PARAMETERS Based on City of Ottawa Sewer Design Guidelines 2004 and MOE Guidelines Design: S. Plante Project: Average Residential Daily Flow = 300 L/p/d Commercial Peak Factor = 1.5 Ultramar Hawthorne Commercial/Institutional Flow = 50,000 L/ha/d Institutional Peak Factor = 1.5 Check : S. Plante Location: 3467 Hawthorne Road Light Industrial Flow = 35,000 L/ha/d Industrial Peak Factor = as per Appendix 4-B.0 Graph Ottawa, ON Heavy Industrial Flow = 55,000 L/ha/d Extraneous Flow = 0.28 L/s/ha Dwg reference: Project # : EO2392EOA Hotel Daily Flow = 225 L/b-s/d Office Daily Flow = 75 L/empl/d Manning n = Date: 12-Dec-12 Shopping Centres = 2,500 L/(1000m 2 /d) Max Hotel Peak Factor = 4 over 6-hr Max Residential Peak Factor = 4 Residential Peak Factor: Sheet: 1 of 1 Max Office Peak Factor = hr Shift Max Retail/Restaurant Peak Factor= 4 over 6-hr Max Institutional Peak Factor = hr Shift Harmon Equation 1 + (14/(4+(Capita/1000) ^ 0.5))*1 Population Townhouse unit size 140 m2 Townhouse density 2.7 p./unit Tower unit size 75 m2 Tower unit density 1.8 p./unit Hotel 1 per 18 m2 of GFA Employee 1 per 18 m2 of GFA Delcan/EO2392EOA/December 2012 D1

23 Table 2: Fire Flow Calculations Building Type of Construction Adjusted to the nearest 1000 (minimum 2000) Reduction / Increase due to Occupancy Required Fire Flow Adjusted to the nearest 1000 (minimum 2000) minimum 33 Total Footprint Area Fire Flow Occupancy Factor Fire Flow with Occupancy Sprinklers Factor Reduction due to Sprinklers Exposure Factor Increase due to Exposure Fire Flow with Exposure m2 L/min L/min L/min L/min L/min L/min L/min L/s C A F O S E F Retail ,489 2,000 0% 0 2,000 50% 1,000 10% 200 1,200 2, Car Wash ,014 2,000-25% ,500 0% 0 10% 150 1,650 2, Outline of Procedure P. 20 Reference: A B/C D D D E F F G H Water Supply for Public Fire Protection, 1999 by Fire Underwriters Survey C Type of Construction S Sprinklers Wood Frame 1.5 Ordinary Construction (masonry and combustible floors) 1 Non-Combustible Construction (unprotected metal structure) 0.8 E Exposure Fire resistive construction (< 2 hours) 0.7 Cumulative, maximum 75% Fire resistive construction (> 2 hours) 0.6 Interpolation (FUS Tables) Distance (m) % A Total Floor Area % First Floor % Additional floors at 50% % Basement excluded if under 2-storeys % F Fire Flow 220*C*(A^0.5) FS Fire Wall Separation 2,000<F<45,000 Per Wall 1000 L/min O Occupancy Non-Combustible Limited Combustible -25 % Combustible -15 % Free Burning 0 % Rapid Burning 15 % Commercial 0 % Delcan/EO2392EOA/December2012 D2

24 APPENDIX E Correspondence with the City of Ottawa and RVCA

25 Mathew Theiner From: Sent: To: Cc: Subject: Mottalib, Abdul November :38 AM Suzanne Plante Mottalib, Abdul RE: Ultramar 3467 Hawthorne Road SWM Quantity Control Hi Suzanne, It is confirmed. Thanks, Abdul Mottalib, P. Eng. From: Suzanne Plante Sent: November 23, :51 PM To: Mottalib, Abdul Cc: Mathew Theiner Subject: Ultramar 3467 Hawthorne Road SWM Quantity Control Hi Abdul, Would you please confirm the content of our conversation this morning regarding the allowable flow from the above mentioned project (this is for our files). Regards, Allowable release rate is the flow calculate from the following parameters : 5 year storm Area: 0.45 ha Runoff Coefficient: 0.76 Time of concentration: 15 min 100 year storm 12% more than the allowable rate for 5 year storm Suzanne Plante, P.Eng., ing. Water Division Delcan Corporation 1223 Michael Street, Suite 100 Ottawa, Ontario, K1J 7T2 TEL: (613) ext FAX: (613) s.plante@delcan.com 1

26 This originates from the City of Ottawa system. Any distribution, use or copying of this or the information it contains by other than the intended recipient(s) is unauthorized. If you are not the intended recipient, please notify me at the telephone number shown above or by return and delete this communication and any copy immediately. Thank you. Le présent courriel a été expédié par le système de courriels de la Ville d'ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Si vous avez reçu le message par erreur, veuillez m'en aviser par téléphone (au numéro précité) ou par courriel, puis supprimer sans délai la version originale de la communication ainsi que toutes ses copies. Je vous remercie de votre collaboration. 2

27 Mathew Theiner From: Sent: To: Subject: Jocelyn Chandler December :27 PM Suzanne Plante RE: 3467 Hawthorne Road Hello Suzanne, RVCA will not have any additional requirements since the gas station proposal will include the installation of an oil/grit separator which will support quality control from the stormwater off the site. Further, the new McEwen Creek Municipal Stormwater Management Facility does provide additional quality control. Quantity requirements to be determined by municipal infrastructure. Thank you for contacting me. Jocelyn Jocelyn Chandler M.Pl. MCIP, RPP. Planner, RVCA x mail: Box 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 to be 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 , any use, review, revision, retransmission, distribution, dissemination, copying, printing or otherwise use of, or taking of any action in reliance upon this , is strictly prohibited. If you have received this in error, please contact the sender and delete the original and any copy of the and any printout thereof, immediately. Your cooperation is appreciated. From: Suzanne Plante Sent: December 12, :35 PM To: Jocelyn Chandler Subject: 3467 Hawthorne Road Hi Jocelyn, Would you please provide RVCA requirements for the 3467 Hawthorne property. It is proposed to build a gas station and a car wash (see attached site plan). The property has service connections for storm, san and water off the newly built services on Hunt Club extension. The property drains to the Hunt Club storm sewer discharging to a pond on Hunt Club Road. The pond approved under MOE discharges to McEwen Creek. Regards, Suzanne Plante, P.Eng., ing. Water Division Delcan Corporation 1

28 1223 Michael Street, Suite 100 Ottawa, Ontario, K1J 7T2 TEL: (613) ext FAX: (613)

29 Appendix F Site Servicing Feasibility Study Addendum - Rezoning of 3467 Hawthorne Road

30 1223 Michael Street, Suite 100, Ottawa, ON K1J 7T2 Tel: Fax: April 29, 2008 EO2304 Mr. Jacek Taracha, P. Eng. Project Manager Planning Transit and the Environment Department City of Ottawa 110 Laurier Ave. West, 4th floor Ottawa, ON K1P 1J1 Dear Mr. Taracha: Re: Site Servicing Feasibility Study Addendum Rezoning of 3467 Hawthorne Road The review comments you provided on our Site Servicing Feasibility Study for 3467 Hawthorne Road are addressed in this document. Your comments concerned the sanitary and water servicing for Parcel 1 (areas 9A and 9B), Parcel 2 (areas 10 and 11) and Parcel 3 (area 12). We also added a section on storm servicing as part of this addendum. The site consists of Parcel 1 with frontage on Hawthorne Road and the future Hunt Club extension, Parcel 2 with frontage on future Hunt Club extension and, Parcel 3 with frontage on a future right-of-way (ROW) linking the parcel to the future Hunt Club extension. Parcel 1, Parcel 2 and Parcel 3 are shown on Sketch 1A. Water Servicing The site can be serviced off the 400mm watermain on Hawthorne Road at the Hunt Club Road intersection. It is proposed to extend a 300mm watermain easterly on Parcel 1 and north on Parcel 2 and Parcel 3. The proposed watermain is shown on drawing SDSS-1, rev. 2. Water demand for the existing and proposed zoning are described in Table 1A and Table 1B, respectively. The water demand calculations are based on RMOC Design Guidelines, section Although the peak hourly demand is greater by 0.18 L/s under the proposed zoning, the proposed 300mm diameter watermain is sufficient to supply the required flow. Fire flow requirements for the proposed development are shown on Table 3. The fire flow calculations are based on the proposed building sizes for Parcel 1 and on the maximum allowable building sizes for Parcel 2 and Parcel 3. The proposed 300mm diameter watermain will supply flow at more than the minimum

31 April 29, 2008 Mr. Jacek Taracha Page 2 required pressure. The watermain pressures were determined with H20MAP water GIS model with boundary conditions of 125 m for the peak hour and 122 m for the maximum daily plus fire flow. The boundary conditions were provided by the City of Ottawa (see attached from Pat Leblanc). The lowest peak hour pressure is at kpa (56psi) which is higher that the minimum required of 275 kpa (40 psi). The modelling results for pressure at peak hourly demand are shown on Table 2A. The worst case scenario for maximum daily demand plus fire flow is for a fire occurring at the building in area 12. Even in this case, the pressure is kpa (30psi) which is well above the minimum required of 140 kpa (20 psi). The worst case scenario modelling results are shown on Table 2B. Sanitary Servicing The site can be serviced off the 250mm sanitary sewer on Hawthorne Road. It is proposed to extend a 250mm sanitary sewer easterly on Parcel 1 and north on Parcel 2 and Parcel 3. The proposed sanitary sewer is shown on drawing SDSS-1, rev. 2. The site is part of Green Creek sanitary catchment area gk02500 as shown on the attached Sketch 1B. The calculations for the existing and the proposed zoning sanitary drainage area are shown on Table 4A and Table 4B respectively. The proposed zoning sanitary flows are greater than the existing zoning sanitary flows by 2.57 L/s but do not exceed the sanitary sewer capacity on Hawthorne Road. Storm Servicing Area 9A drains partly towards Hawthorne Road. The City of Ottawa allows for drainage of runoff on Hawthorne Road storm sewer at the 5-year pre-development rate (see attached from Anna Valliant, page 4). The remainder of area 9A drains to the south. Some portions of Area 9B drain to the north and south but mostly towards the future municipal pond to the east. The drainage to Hawthorne storm sewer will be through the existing ditch inlet in front of area 9A. Areas 10, 11 and 12 drain to the east. These areas will drain to the future pond. It is our understanding that the City of Ottawa allows drainage of runoff to the future pond at the 5-year pre-development rate. On-site storage of runoff will be required to restrict the flow to the allowed post-development peak flow. Storage will be provided by flat roofs, parking lots and, where needed, by super-pipes and/or on-site ponds. Conclusion The rezoning will result in a higher water demand. The proposed 300mm diameter watermain extension off Hawthorne Road is fully capable of delivering the peak hour demand and the maximum daily demand plus fire flow under the proposed zoning. The change of zoning will result in greater sanitary flows which will be carried adequately by

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33 Table 1A - Water Demand for Exisitng Zoning Area ID Area Zoning Consumption Rates* Average Daily Demand (ADD) Maximum Daily Demand (MDD) Peak Hourly Demand (PHD) (ha) Commercial Industrial Institutional Cumulative 1.5*ADD 1.8*MDD 60,000 20,000 15, L/ha.d. L/ha.d. L/ha.d. L/s L/s L/s 9A 0.25 IH 4, B 0.88 Ig 13, Ig 12, Mx 55, Mx 98, *Based on RMOC Design Guidelines, section Total Table 1B - Water Demand for Proposed Zoning Area ID Area Zoning Consumption Rates* Average Daily Demand Maximum Daily Demand (MDD) Peak Hourly Demand (PHD) (ha) Commercial Industrial Institutional Cumulative 1.5*ADD 1.8*MDD 60,000 20,000 15, L/ha.d. L/ha.d. L/ha.d. L/s L/s L/s 9A 0.25 IL 4, B 0.88 IL 17, Mx 16, Mx 55, Mx 98, *Based on RMOC Design Guidelines, section Total Table 2A - Pressure at Peak Hour Demand ID Peak Hour Elevation Head Pressure Pressure (L/s) (m) (m) (psi) (kpa) FH FH FH FH FH Based on boundary condition of 125m Table 2B - Pressure at Maximum Daily Demand plus Fire Flow (worst case scenario) ID Maximum Elevation Head Pressure Pressure Daily (L/s) (m) (m) (psi) (kpa) FH FH FH FH FH7 248* Based on boundary condition of 122m Tables 1_2_3 WaterFire Apr xlsTables 1 & 2 WDPress Zoning

34 Table 3 - Fire Flow Requirements Building Type of Construction Adjusted to the nearest 1000 Reduction /Increase due to Occupancy Fire Flow with Occupancy Factor Reduction due to Sprinkler Factor Increase due to Exposure Factor Fire Flow with Occupancy & Sprinkler Factor Adjusted to the nearest 1000 (min 2000) Total Floor Area Fire Flow Occupancy Factor Sprinklers Factor Exposure Factor m2 L/min L/min L/min L/min L/min L/min L/min L/min L/s C A F O S E F Fire Flow Gas Bar , % % % 150 2,025 2, Pad , % % % 150 1,275 2, Pad , % % % 0 1,125 2, Areas 10 & ,439 23, % % % 0 11,500 12, Area ,155 27, % % % 0 13,500 14, Based on Water Supply for Public Fire Protection from Fire Underwriters Survey C Type of Construction S Sprinklers Woof Frame 1.5 Ordinary Construction 1 Non-Combustible Construction 0.8 E Exposure Fire resistive construction (< 2 hours) 0.7 Cumulative, maximum 75% Fire resistive construction (> 2 hours) 0.6 Interpolation (FUS Tables) Distance (m) % A Total Floor Area % First Floor % Plus additional floors at 50% % Exclude basement F Fire Flow 220*C*(A^0.5) FS Fire Wall Separation 2,000<F<45,000 Per Wall 1000 L/min O Occupancy Non-Combustible Limited Combustible -25 % Combustible -15 % Free Burning 0 % Rapid Burning 15 % Commercial 0 % Tables 1_2_3 WaterFire Apr xlsTable 3 Fire Flows

35 Table 4A - Sanitary Sewer Capacity for Existing Zoning Manning's n = COMMERCIAL INDUSTRIAL HEAVY INDUSTRIAL LIGHT INSTITUTIONAL C+IH+IL+I INFILTRATION Pipe Drainage From To Area Accu. Area Accu. Peak Area Accu. Peak Area Accu. Peak Total Accu. Infilt. Total Length Dia. Slope Capacity Velocity Area Area Area Factor Area Factor Area Flow Area Area Flow Flow full full actual (ha) (ha) (ha) (ha) (per Ottawa) (ha) (ha) (per Ottawa) (ha) (ha) (L/s) (ha) (ha) (L/s) (L/s) (m) (mm) (%) (L/sec) (m/sec) (m/sec) REMARKS 12 MH8 MH MH7 MH MH6 MH MH5 PS B MH4 MH MH3 MH A MH2 MH MH1 MH , 8 MH219 MH , 4, 5, 6 MH218 MH ,2 MH217 MH MH216 MH MH215 Tee Areas 1 and 2 are not included since they are directly connected to 1200mm collector DESIGN PARAMETERS Based on City of Ottawa Sewer Design Guidelines 2004 Design: S. Plante Project: Hawthorne/Hunt Club Retails Average Residential Daily Flow = 350 L/p/d Commercial Peak Factor = 1.5 Commercial/Institutional Flow = 50,000 L/ha/d Institutional Peak Factor = 1.5 Check : D. Yaeger Location: 3467 Hawthorne Road, Ottawa Light Industrial Flow = 35,000 L/ha/d Industrial Peak Factor = as per Appendix 4-B.0 Graph Heavy Industrial Flow = 55,000 L/ha/d Extraneous Flow = 0.28 L/s/ha Dwg reference: Project # : Date : Sheet : Max Residential Peak Factor = 4 Minimum Velocity =Manning n = SDSS-1, rev 2 EO May-08 1 of 2 H:\ISO\ASP\EO2304\EOA\DOCS\Calculations\Table 4A & 4B Hawthorne_ StormSanCalcs_May xls Table 4A San Calcs Exist Zoning

36 Table 4B - Sanitary Sewer Capacity for Proposed Zoning Manning's n = Hawthorne Sewer COMMERCIAL INDUSTRIAL HEAVY INDUSTRIAL LIGHT INSTITUTIONAL C+IH+IL+I INFILTRATION Drainage From To Area Accu. Area Accu. Peak Area Accu. Peak Area Accu. Peak Total Accu. Infilt. Total Length Dia. Slope Capacity Velocity Area Area Area Factor Area Factor Area Flow Area Area Flow Flow full full actual (ha) (ha) (ha) (ha) (per Ottawa) (ha) (ha) (per Ottawa) (ha) (ha) (L/s) (ha) (ha) (L/s) (L/s) (m) (mm) (%) (L/sec) (m/sec) (m/sec) 12 MH8 MH MH7 MH MH6 MH MH5 PS B MH4 MH MH3 MH A MH2 MH MH1 MH , 8 MH219 MH , 4, 5, 6 MH218 MH ,2 MH217 MH MH216 MH MH215 Tee Pipe REMARKS Areas 1 and 2 are not included since they are directly connected to 1200mm collector DESIGN PARAMETERS Based on City of Ottawa Sewer Design Guidelines 2004 Design: S. Plante Project: Hawthorne/Hunt Club Retails Average Residential Daily Flow = 350 L/p/d Commercial Peak Factor = 1.5 Commercial/Institutional Flow = 50,000 L/ha/d Institutional Peak Factor = 1.5 Check : D. Yaeger Location: 3467 Hawthorne Road, Ottawa Light Industrial Flow = 35,000 L/ha/d Industrial Peak Factor = as per Appendix 4-B.0 Graph Heavy Industrial Flow = 55,000 L/ha/d Extraneous Flow = 0.28 L/s/ha Dwg reference: Project # : Date : Sheet : Max Residential Peak Factor = 4 Minimum Velocity =Manning n = SDSS-1, rev 2 EO May-08 2 of 2 H:\ISO\ASP\EO2304\EOA\DOCS\Calculations\Table 4A & 4B Hawthorne_ StormSanCalcs_May xls Table 4B SanCalcsProposedZoning

37 23.8 Acres Severed into 3 Parcels Parcel 1 Parcel 2 Parcel 3 Area of Hunt Club Rd to be dedicated Right of way easement for NCC and Parcel 3 Future Hunt Club Road Extension to Hwy 417 Outline of OC Transpo s Bus Turn Around demonstrating access to Applicant s land Future Hunt Club Extension

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47 Appendix G Stormwater Management Report Phase 1 Part A Hunt Club Road Extension

48 APPENDIX H Development Servicing Study Checklist

49 Development Servicing Study Checklist 1 General Content Comments n/a Executive Summary (for larger reports only). x Date and revision number of the report. Title page Location map and plan showing municipal address, boundary, and layout of proposed x development. All drawings x Plan showing the site and location of all existing services. Drawing C-101 n/a Development statistics, land use, density, adherence to zoning and official plan, and reference to applicable subwatershed and watershed plans that provide context to which individual developments must adhere. x Summary of Pre-consultation Meetings with City and other approval agencies. Section 6 Reference and confirm conformance to higher level studies and reports (Master Servicing Studies, Environmental Assessments, Community Design Plans), or in the case where it is not in conformance, the proponent must provide justification and develop a Section 7 and 9 x defendable design criteria. x Statement of objectives and servicing criteria. Section 2 x Identification of existing and proposed infrastructure available in the immediate area. Section 3 / Drawing C-101 n/a Identification of Environmentally Significant Areas, watercourses and Municipal Drains potentially impacted by the proposed development (Reference can be made to the Natural Heritage Studies, if available). Concept level master grading plan to confirm existing and proposed grades in the development. This is required to confirm the feasibility of proposed storm water management and drainage, soil removal and fill constraints, and potential impacts to Drawing C-102 x neighboring properties. This is also required to confirm that the proposed grading will not impede existing major system flow paths. n/a Identification of potential impacts of proposed piped services on private services (such as wells and septic fields on adjacent lands) and mitigation required to address potential impacts. n/a Proposed phasing of the development, if applicable x Reference to geotechnical studies and recommendations concerning servicing. Section 5 All preliminary and formal site plans submissions should have the following information: x Metric Scale All drawings x North arrow (including construction North) Drawing C-101 x Key Plan All drawings x Name and contact information of applicant and property owner All drawings n/a Property limits including bearing and dimensions x Existing and proposed structures and parking areas Drawing C-101 & C-102 n/a Easement, road widening and right-of-way x Adjacent street names all drawings 2 Development Servicing Report : Water n/a Confirm consistency with Master Servicing Study, if available. n/a Availability of public infrastructure to services proposed development. n/a Identification of system constraints. x Identification of boundary conditions. Section 10 x Confirmation of adequate domestic supply and pressure Section 10 x Confirmation of adequate fire flow protection and confirmation that fire flow is calculated as per the Fire Underwriter's Survey. Output should show available fire flow at locations throughout the development. Section 10 Provided a check of high pressure. If pressure is found to be high, an assessment is n/a required to confirm the application of pressure reducing valves. Definition of phasing constraints. Hydraulic modeling is requires to confirm servicing for n/a all defined phases of the project including the ultimate design. n/a n/a Address reliability requirements such as appropriate location of shut-off valves. Check on the necessity of a pressure zone boundary modification. Delcan/EO2392EOA/December of 4