FUN NCTIONAL SER RVICING AN ND STO R MA ORMWATER ANAGEMENT PREPARED FOR: CITY O 333 AN REET EAST ND 351 KING STR OF TORONTO VICTORIA PA

Transcription

1 FUN NCTIONAL SER RVICING AN ND STO ORMWATER R MA ANAGEMENT T RE PORT 333 AN ND 351 KING STR REET EAST P PREPARED FOR: CITY O OF TORONTO F IRST GULF COR PORATION VICTORIA PA ARK AVENUE T TORONTO, ON M1 1W 3Z4 D DATE: FEBRUARY Y 2013 P PROJECT: 10500

2 FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT 333 AND 351 KING STREET EAST CITY OF TORONTO PREPARED FOR: FIRST GULF KING STREET INC VICTORIA PARK AVENUE TORONTO, ON M1W 3Z4 DATE: FEBRUARY 2013 PROJECT NO

3 TABLE OF CONTENTS Executive Summary Introduction Site Description Background Existing Storm Drainage Site Grading Stormwater Management Plan Stormwater Management Criteria Stormwater Management Scheme Water Balance Quality Control Quantity Control Proposed Impact On Existing Sewer System Existing Storm Sewer Sanitary Drainage Estimated Sanitary Flows Eastern Portion of the Site South-Western Portion of the Site Proposed Impact on Existing Sewer System Water Distribution Hydrant Flow Testing Water Demand Analysis Proposed Office/Commercial Building Eastern Portion of Site South-Western Portion of Site Fire Analysis Conclusions 9 PROJECT NUMBER: and 351 KING STREET EAST

4 LIST OF FIGURES Figure 1. Figure 2. Figure 3. Figure 4. Site Location Plan Predevelopment Catchments Preliminary Drainage Plan Servicing Plan LIST OF TABLES Table 1a Site Summary Eastern Portion 5 Table 1b Site Summary Future Southwestern Portion 5 Table 2 Estimated Sanitary Flows Proposed Office/Commercial Tower 6 Table 3 Estimated Sanitary Flows Proposed Office Tower 7 Table 4 Maximum Day Demand Proposed Office/Commercial Tower 7 Table 5 Maximum Day Demand Proposed Office Tower 8 LIST OF APPENDICES Appendix A. Field Investigation Results Appendix B. Stormwater Management Calculations Appendix C. Dorsch Model Review and Calculations Appendix D. Hydrant Flow Testing Results PROJECT NUMBER: and 351 KING STREET EAST

5 EXECUTIVE SUMMARY The rezoning application for the 333 and 351 King Street East includes the entire block, within King Street, Berkeley Street, Front Street and Princess Street, but excludes the existing building in different ownership in the northeast corner known municipally as 361 King Street East. The proposed new development within the 1.57ha block consists of a proposed mixed use office tower located at the eastern portion of the block, and a future mixed use office tower located in the southwestern corner of the site. This Functional Servicing and Stormwater Management Report illustrates the manner in which water distribution, wastewater collection and storm drainage systems can be delivered to the site, and how these systems can be extended into the site to service the proposed buildings. Specifically: The existing storm sewer on Berkeley Street adjacent to the site can be used to direct the flows from the eastern portion of the proposed development to the existing storm sewer system downstream of the site. The existing storm sewer on Front Street can be used to convey the flows from the future building at the southwestern corner of the site. The City s Dorsch Model was reviewed to confirm the impact on the existing system, and the proposed development does not adversely affect the system. The requirements outlined in The City of Toronto's Wet Weather Flow Management Guidelines can be met with the proposed development, by using a combination of landscaped rooftop area, rooftop storage, and potentially storage chambers. Details will be confirmed at the detailed design stage of the project. Sanitary drainage from the proposed mixed use office tower on the eastern portion of the site can be conveyed to the existing trunk sewers on Berkeley Street. Sanitary drainage from the future building at the south-western corner of the site can be conveyed to the existing sewer on Princess Street. The City s Dorsch Model was reviewed to confirm the impact on the existing system, and the results show that the proposed development does not adversely affect the system. The existing watermains on Berkeley Street and Front Street can be used to provide domestic water and fire protection for the proposed development. The proposed development can be accommodated in the existing Municipal infrastructure adjacent to and downstream of the site. Therefore, based on the information provided herein, the requirements for site servicing and stormwater management for the Zoning By-law Amendment application have been met. PROJECT NUMBER: and 351 KING STREET EAST

6 1.0 INTRODUCTION The purpose of this report is to provide functional servicing and preliminary stormwater management design information in support of the zoning by-law amendment for 333 and 351 King Street East in the City of Toronto. The site encompasses the entire block, within King Street, Berkeley Street, Front Street and Princess Street, with the exception of the existing building in the northeast corner, known municipally as 361 King Street East. The proposed development consists of a proposed mixed use office tower located at the eastern portion of the block, and a future office tower at the southwestern corner of the site. Specifically, this report will describe the manner in which water distribution, wastewater collection and storm drainage systems will be delivered to the site, and how these systems will be extended into the proposed development. 1.1 Site Description The site is located between King Street and Front Street, east of Princess Street and west of Berkeley Street in the City of Toronto. There are existing commercial and office buildings on the site, which has an area of approximately 1.57ha. The proposed works include the removal of an existing parking lot on the eastern portion of the site and construction of a new commercial tower on the eastern portion of the block. The removal of the existing parking lot on the southwestern corner of the site is also proposed, with a tower to be located there in the future. The footprint area of the total redevelopment is approximately 0.447ha for the eastern portion and approximately 0.18ha for the southwestern portion. The remainder of the block will not require any updated servicing or stormwater management measures, based on the current buildings not being affected at this time. The site location is shown on Figure 1. The proposed servicing plan is based on the architectural plans provided by Diamond and Schmitt Architects Incorporated. 1.2 Background The functional servicing design for the site has been prepared to meet the requirements of the City of Toronto. The following materials were referenced in the preparation of this report. The City of Toronto's Wet Weather Flow Management Guidelines (WWFM Guidelines). The Stormwater Management Planning and Design Manual (MOE Guidelines), prepared by the Ministry of the Environment, March 2003, were referenced in the preparation of the stormwater management plan. As-constructed plan and profile drawings for King Street, Front Street, Princess Street and Berkeley Street as provided by the City of Toronto. Dorsch model for the existing storm and sanitary sewer systems downstream of the site, as provided by the City. 2.0 EXISTING STORM DRAINAGE The site is located in an existing mixed use area of the city, between King Street and Front Street. The site generally drains from northwest to southeast, towards the intersection at Front and Berkeley. PROJECT NUMBER: and 351 KING STREET EAST 1

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8 There is a 900mm diameter storm sewer on Berkeley Street, a 375mm storm sewer on King Street, and a 600mm diameter storm sewer on Front Street. A field investigation was completed to confirm the status of a 375mm storm sewer that is shown on City of Toronto maps, as requested by the City. It was confirmed in the field that this sewer no longer exists, and that there is no connection from the site to the existing storm sewer on Front Street. The storm sewer on Ontario Street is connected to the sewer on King Street, draining to the east. Details can be referenced in Appendix A. The plan and profile drawings provided by the City do not indicate the location of any existing service connections. It is assumed that connections are provided to each of the existing buildings. Only new development is considered in this report and it is assumed that new storm connections will be provided to the proposed new building, as per City of Toronto standards. The target flows for the site have been determined by using the criteria in the WWFM Guidelines. Details of the catchment areas and existing storm drainage for the site can be seen on Figure SITE GRADING There will be minimal grading required on site based on the proposed site plan and the existing development on the site. If required, all grading will be completed in a manner to satisfy the following goals: Enable gravity servicing connections (where possible) to the existing sewers on King, Berkeley and Front Streets. Provide minimal impact to abutting properties. The site will be graded to suit the City s design criteria and accommodate any constraints that may be imposed by the storm drainage and servicing objectives. A review of the grading required for the site development will be completed during the detailed design stage of the project. 4.0 STORMWATER MANAGEMENT PLAN 4.1 Stormwater Management Criteria The SWM criteria for the site are outlined in the City s WWFM Guidelines. They require retention of water on site, to the extent possible, to match pre-development runoff volumes. The requirements vary depending on the extent of site plan alteration(s) proposed and the existing site conditions. The guidelines require a hierarchy approach to wet weather flow management using source controls, conveyance controls and finally end-of-pipe controls to meet the following objectives: Water balance maintenance of annual runoff volume may be required. Water quality water quality control, based on MOE guidelines. Water quantity - peak flow controls for flood management and erosion protection. The proposed measures to meet these objectives are discussed in the following sections. The stormwater management design and target release rate for this site was based on the requirements outlined in Table 7 of the WWFM Guidelines, for small new developments with a total site area less than 5ha. PROJECT NUMBER: and 351 KING STREET EAST 2

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10 The requirement for this site is that the 100 year return period storm in the post-development scenario is to be released at the 2 year pre-development flow rate, with an assumed pre-development imperviousness of 50 percent. Based on the site being less than 2 hectares, a simplified approach such as the Rational Method is proposed to compute the peak flows. For small infill/redevelopment sites less than 2 hectares, erosion control in the form of stormwater detention is not required, provided the on-site minimum runoff retention from a 5mm rainfall event is achieved under the Water Balance criteria. Quality controls are required such that average removal of 80% of TSS on an annual loading basis for all runoff leaving the site is achieved. 4.2 Stormwater Management Scheme The proposed development area includes both existing and future buildings. However, the proposed stormwater management plan for the site is based on meeting the requirements of the WWFM Guidelines for the re-development areas only. The existing buildings on site have not been included in the proposed SWM analysis, due to the limited opportunities to revise existing storm connections and building infrastructure. The proposed building and the paved/landscaped areas on site are included, with controls proposed to meet the required targets for the site. The preliminary drainage plan is shown on Figure Water Balance The WWFM Guidelines require retention of water on site, to the extent possible, to match pre-development runoff volumes. As per the WWFM Guidelines, this requirement is typically achieved by retaining the runoff from a 5mm, 24 hour storm on-site, which is equivalent to approximately 50% of the total average annual rainfall volume (WWFM Guidelines, 2006). To determine the initial abstraction from site runoff, the following assumptions are made: For paved areas and uncontrolled rooftop areas, the initial abstraction is generally 1 to 1.5mm. The depression storage is based on the roughness of the surface area and will increase as the rooftop and terrace surfaces degrade with time. To be conservative, 1mm is assumed for the estimate. This volume of water will generally evaporate. The Green Roof / Landscaped areas on the site will be vegetated, with an initial abstraction of 25-50mm assumed for the green roof areas, and 8-12mm assumed for the landscaped areas. The water will initially infiltrate into the growing medium/substrate and eventually evapo-transpire (ET). Based on the preliminary design, the estimated annual runoff volume will be less than 50% of the average annual rainfall, which meets the specified target required by the WWFM Guidelines. The detailed calculations and the initial abstraction within the landscaped areas will be confirmed in the Stormwater Management Report, at the detailed design stage of the project, such that the required targets are met Quality Control Runoff from the site will consist of rooftops, terraced areas and landscaped areas. Rooftop areas are generally considered clean runoff, and landscaped areas can provide additional quality treatment for runoff. The rooftop and landscape areas account for more than 90% of the total site area for both proposed development portions of the site. Therefore, the requirement of providing average removal of 80% of TSS on an annual basis is met. Quality controls for this site would be limited to providing goss traps on catchbasins and directing impervious runoff to landscaped areas, where possible. PROJECT NUMBER: and 351 KING STREET EAST 3

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12 4.2.3 Quantity Control The site has been designed to limit the peak release rate to the required rates based on a 2 year design storm, as per the WWFM Guidelines. The Rational Method was used to calculate the flow rate, using the City of Toronto IDF curves. The development area is currently almost entirely paved with an imperviousness of close to 100 percent; therefore, a runoff coefficient of 0.5 is used, as per the WWFM Guidelines. The contributing predevelopment drainage areas are based on the proposed future development areas on site, as shown in Figure 3. Existing structures not affected by the proposed development have not been included in the calculations. Based on this, the allowable release rate for the entire 0.627ha re-development area is 0.077m 3 /s. Calculations are shown in Appendix B. The following options were considered for quantity control on site: Storage Chamber A restrictor pipe would be provided at the site outlets; with surplus storage provided in a storage tank located within the building or parking area as required. Rooftop Storage Controlled flow roof drains could be installed on the rooftop and water could be stored on the rooftops to attenuate peak flows. With typical flat rooftop design, flows can generally be limited to approximately 42L/s/ha. Based on the release rate requirements for the site, rooftop storage is proposed. In order to meet the allowable release rate of 0.055m 3 /s for the eastern portion of the site and 0.022m 3 /s for the southwestern portion of the site, rooftop controls will be utilized for the proposed buildings. Based on the configuration of the buildings on site, there may be multiple connection points to the existing sewers; however, the total flow released from the site will meet the overall target flow as required. Rooftop Storage Proposed Mixed Use Office Tower Eastern Portion The total rooftop area of the proposed mixed use office tower on the eastern portion of the site is approximately 1877m 2. The estimated volume of water to be stored is approximately 79m 3, and there is approximately 94m 3 available based on the preliminary design. The maximum ponding depth on the roof will be 150mm. Relief scuppers will be installed in the parapet walls to prevent roof ponding above this depth. Refer to Appendix B for storage calculations. Proposed Office Tower Southwestern Portion The total roof area of the proposed future office tower on the southwestern portion of the site is approximately 1463m 2. The volume of water to be stored on the roof is estimated to be approximately 62m 3, and there is estimated to be 73m 3 provided. The maximum ponding depth on the roof will be 150mm. Relief scuppers will be installed in the parapet walls to prevent roof ponding above this depth. Roof drainage will be controlled by the installation of adjustable Accutrol Weir roof drains (or approved equivalent) in the roof areas. The controlled release rate for the office tower in the eastern portion of the site will be approximately 18.0L/s. The estimated controlled release rate for the future commercial tower in the southwestern portion of the site is 6.1L/s. Terraces Eastern Portion The proposed terrace areas are located along the perimeter of the proposed office tower, and are proposed to be landscaped. The total area is approximately 2406m 2. PROJECT NUMBER: and 351 KING STREET EAST 4

13 Terraces Southwestern Portion The proposed terrace areas are located along the perimeter of the proposed tower, and are proposed to be landscaped. The total area is approximately 309m 2. Proposed Landscaped Areas There are proposed landscaped areas within the development, other than the office rooftop areas, that will contribute to the storm runoff from the site. These areas will likely be accessed by pedestrians and surface storage would not be desirable. A storage chamber may be required to control the flows from these areas. Runoff from the amenity and terraced areas could be directed internally to the storage chamber. Details will be confirmed at the Site Plan Application stage of the design. Uncontrolled Drainage There are areas at the perimeter of the site that are not proposed to be controlled. The total area is approximately 190m 2 for the eastern portion, and approximately 28m 2 for the southwestern portion. Quantity Control Summary Drainage and grading will be generally consistent with the existing site. The proposed site modifications will not significantly change the hydrological characteristics of the site. As mentioned previously, controlled flows from the proposed mixed use office tower on the eastern portion of the site will outlet to Berkeley Street. Uncontrolled perimeter drainage is assumed at a runoff coefficient of 0.90, to be conservative. Perimeter drainage is expected to consist of some landscaped areas, with pedestrian paved areas as well. During the detailed design stage of the project the uncontrolled perimeter drainage will be assessed to determine if a runoff coefficient of 0.90 is appropriate. LID approaches, such as permeable pavers, pervious concrete and/or absorbent landscaping may be implemented to ensure the perimeter drainage peak flow is controlled to allowable rates. The total release rate for the site will be as shown in Tables 1a and 1b following. Table 1a Site Summary Eastern Portion Total Area Description (m 2 ) Terraces 1877 Rooftop 2406 Uncontrolled Areas 190 TOTAL: Target Flow (L/s) 4, Release Rate (L/s) Storage Required (m 3 ) Table 1b Site Summary Future Southwestern Portion Description Total Area (m 2 ) Target Flow (L/s) Future Office Tower / Green Roof 1463 Terraces 309 Perimeter Drainage (Uncontrolled) 28 TOTAL: 1, Release Rate (L/s) Storage Required (m 3 ) As shown, the estimated total release rate for the site in the post development scenario will meet the required release rates as per the WWFM Guidelines. Refer to Appendix B for calculations. PROJECT NUMBER: and 351 KING STREET EAST 5

14 During the detailed design stage of the project, the proposed controls for the rooftops will be reviewed to determine if additional control is required to minimize the flows from the site. At this time, there are sufficient controls to meet all the required targets for water balance, as well as for water quality and quantity for the site. 4.3 Proposed Impact On Existing Sewer System As requested by the City, a comparative analysis has been completed to determine the impact of the additional flows to be contributed by the proposed development on the existing sewer system. The City of Toronto uses a Dorsch Model Hydrograph Volume Method (HVM) to model the capacity of the existing storm and sanitary systems. The Dorsch model was reviewed to ensure that the pipe sections where a connection from the proposed development is proposed, as well as the immediate downstream sections, have sufficient capacity to accept the estimated flow from the proposed site. Based on the investigation, the proposed development will not negatively impact the existing storm and sanitary sewer infrastructure. Details of the analysis can be found in Appendix C Existing Storm Sewer As noted in Section 2.0, a field investigation was completed to confirm the status of a 375mm storm sewer that is shown on City maps running through the site. The fieldwork confirmed that the existing manhole on Front Street is receiving flow only from the catchbasins in the parking lots on the south side of the existing Toronto Sun building on site, and that there is no connection to the north across the site. The sewer section on Ontario Street, north of King Street, is now a combined sewer that drains to the east as it enters the intersection of King Street and Ontario Street. Therefore, the 375mm sewer shown on the City s maps is no longer in service. The details of the field investigation can be referenced in Appendix A. 5.0 SANITARY DRAINAGE The existing sanitary sewer to the east of the site on Berkeley Street is a combined 0.6m by 0.9m box culvert. There is also a combined 300mm VP sanitary sewer on Princess Street, to the west of the site. The preliminary design is such that the eastern portion of the site will connect to the existing 0.6m by 0.9m sanitary box culvert on Berkeley Street and the future building in the southwest corner will connect to the existing 300mm VP sanitary sewer on Princess Street. Figure 4 shows the proposed service connections. 5.1 Estimated Sanitary Flows Eastern Portion of the Site The estimated flow for the proposed office/commercial tower is approximately 7.84L/s, based on the City s criteria, as outlined in Table 2 following. Table 2 Estimated Sanitary Flows Proposed Office/Commercial Tower Description Area (m 2 ) Capita* Volume (L/s) Commercial 2,924 n/a 0.61 Office 42, TOTAL: 44, PROJECT NUMBER: and 351 KING STREET EAST 6

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16 Note: *For Commercial, volume based on 180,000 L/ha of floor space. *For Office, 450 L/capita flow, based on 3.3 persons/100m 2 of office space. The City s criteria takes into affect the peaking factor, so no additional factors of safety are required for the calculation South-Western Portion of the Site The estimated flow for the proposed office tower is approximately 2.66L/s, based on the City s criteria, as outlined in Table 3 following. Table 3 Estimated Sanitary Flows Proposed Office Tower Description Area (m 2 ) Capita* Volume (L/s) Office 15, TOTAL: 15, Note: *For Office, 450 L/capita flow, based on 3.3 persons/100m 2 of office space. 5.2 Proposed Impact on Existing Sewer System As mentioned in Section 4.3, the City s Dorsch model contains information of the existing sanitary sewer surrounding the site area. The model has been reviewed to confirm that the existing pipes on Berkeley Street and Front Street are sufficient for the proposed flows. The details can be referenced in Appendix C. 6.0 WATER DISTRIBUTION There is an existing 150mm diameter watermain on Berkeley Street, on the west side of the street. There is a 300mm diameter watermain on Front Street. There will be a connection to the existing watermain on Berkeley Street for the proposed office/commercial tower on the eastern portion of the site. The future office tower in the south-west corner of the site is proposed to connect to the existing watermain on Front Street. Figure 4 shows the proposed service connections. 6.1 Hydrant Flow Testing Hydrant flow tests were completed by Jackson Waterworks on October 25, 2012, to confirm the existing water pressures adjacent to the proposed development. The results can be referenced in Appendix D. 6.2 Water Demand Analysis The following calculations for water demand and fire flow for the proposed development are based on the design guidelines from the City of Toronto s Design Criteria for Sewers and Watermains Proposed Office/Commercial Building Eastern Portion of Site The peak hour demand and maximum day demand for the proposed office/commercial tower is based on the City s criteria, as outlined in Table 4 following. Table 4 Maximum Day Demand Proposed Office/Commercial Tower Description Peak Flow Peak Hour Demand* Maximum Day Demand* Commercial 0.61L/s 0.73L/s 0.67L/s PROJECT NUMBER: and 351 KING STREET EAST 7

17 Office 7.23L/s 8.68L/s 7.95L/s TOTAL: 7.84L/s 9.41L/s (149usgpm) 8.62L/s (137usgpm) Note: *Peaking factors of 1.2 for peak hour and 1.1 for maximum day as per Commercial land use South-Western Portion of Site The peak hour demand and maximum day demand for the proposed office tower is based on the City s criteria, as outlined in Table 5 following. Table 5 Maximum Day Demand Proposed Office Tower Description Peak Flow Peak Hour Demand* Maximum Day Demand* Office 2.66L/s 3.19L/s 2.93L/s TOTAL: 2.66L/s 3.19L/s (51usgpm) 2.93L/s (46usgpm) Note: *Peaking factors of 1.2 for peak hour and 1.1 for maximum day as per Commercial land use. As summarized in Tables 4 and 5, the peak hour domestic flows for the two proposed buildings are 182 gallons/minute (usgpm) for the office tower in the eastern portion of the site, and 53 gallons/minute for the office tower in the southwest portion. It can be demonstrated by interpolating on the hydrant flow graphs completed by Jackson Waterworks that the pressures in the existing watermain on both King Street East and Front Street East will exceed the minimum MOE requirement of 275 kpa for peak hour domestic flow. The interpolated pressure at both hydrants would exceed 89 psi (614 kpa). 6.3 Fire Analysis Based on the proposed height of the office/commercial building on the eastern portion of the site being higher than 84m, the water supply for fire (as required in Section (1) of the City s Design Guidelines) shall be provided by a booster pump as required in the Building Code, Section (3). A booster pump may be required for the proposed office building in the southwest corner of the site at Princess & Front Street as well; however, this will be determined at the detailed design stage. It should be noted that based on the hydrant flow tests the theoretical flows at 140kPa (minimum pressure under fire flow conditions) for this development were 24,400L/min on Front Street East and 24,600L/min on King Street East which exceeds the City s minimum criteria for commercial and high-rise fire flow (19,000L/min). PROJECT NUMBER: and 351 KING STREET EAST 8

18 7.0 CONCLUSIONS This report has demonstrated that the site can be adequately serviced. Specifically: Existing storm sewers on Front Street and Berkeley Street adjacent to the site can be used to direct the flows from the proposed development to the existing storm sewer system downstream of the site. The requirements of the Wet Weather Flow Management Guidelines can be met through a combination of landscaped areas and rooftop storage. Sanitary drainage from the proposed mixed used office tower can be conveyed to the existing trunk sewer on Berkeley Street. Sanitary drainage from the proposed office building in the southwest corner of the site can be conveyed to the existing sewer on Princess Street. The existing watermains on Berkeley Street and Front Street can be used to service the proposed development. The proposed development should not have a significant impact on the existing Municipal infrastructure. Therefore, based on the information provided herein, the proposed Zoning By-law Amendment application is appropriate in respect of these matters. PROJECT NUMBER: and 351 KING STREET EAST 9

19 APPENDIX A FIELD INVESTIGATION RESULTS

20 October 31, 2012 HUSSON ENGINEERING + MANAGEMENT th Avenue Richmond Hill, Ontario L4B 4C6 Attention: Subject: David Sharp, P.Eng. Ontario Street Storm Sewer We conducted an investigation today of the section of sewer shown on the records as a 375mm diameter storm sewer on Ontario St. between the manhole on Front St. to the next manhole upstream located north of King St. See Fig.1 attached. The investigation involved pushing a sonde, a device to transmit radio signals, into the storm system at manholes and catchbasins, and tracing the radio signals using standard pipe & cable locating equipment. We found that the sewer section on Ontario St. north of King St. is now a combined sewer that turns east as it enters the intersection of King St. & Ontario St. The Front St. sewer section is now receiving flow only from the catchbasins in the parking lot on the south side of the Toronto Sun Building. See attached locate sheets. Yours truly, Jeremy Cook, P.Eng. General Manager /attachment Fig.1 /attachment Locate sheets

21 Area of Interest Fig.1

22 Requested By: Contact Name David Sharp Call In Date: 26/10/2012 From: Husson Engineering + Management Excavation Date: Phone: Buried Plant Locate Report Phone: Type of Work: Planning To: Work started prior to locate? o Yes þ No Page 1 of th Side road Terra Cotta, Ontario L7C 1N8 Request # Location: Ontario St & King St Ontario St STM Sewer Terra Discovery From: To: CAUTION! A NEW LOCATE IS REQUIRED IF ANY OF THE FOLLOWING OCCUR: DELAYS OCCUR IN ACTING ON THIS LOCATE BEYOND 30 DAYS; THE SKETCH AND SITE MARKINGS DO NOT COINCIDE; THE WORK LOCATION HAS CHANGED; MARKINGS BECOME UNCLEAR; OR ANYTHING OCCURS WHICH MAY INDICATE THAT A NEW OR BETTER LOCATE IS NEEDED. NOTE! Private Locate - Not Guaranteed - Plant is located to the best of our ability but may be inaccurate or incomplete due to insufficient records. DO NOT MACHINE DIG WITHIN 1.0 metre OF MARKINGS Method of Field Marking: þ Paint o Stakes o Flags o Offset Stakes Located: o Hydro o Gas o Comm o Water þ Sewer o All Legend Building Line Property Line PL Fence Line FL Centre Line CL Curb CURB Road Edge RE Driveway DW Sidewalk SW Telephone Cable B CATV TV Conduit C Buried Service Wire BSW Fibre Optic Cable F/O Street Light Cable SL Hydro H Hydro Service H/S Gas Main GM Gas Service GS Water Main W/M Water Service W/S Storm Sewer STM Sanitary Sewer SAN Manhole Catch Basin MH Pole Pedestal Gas Valve Hydrant Transformer Water Valve Hand Well Water Chamber WV HW WC Located by: Petrie Brian Date/Time: 31/10/2012 8:47:23 AM Accepted by: CONTRACTOR TO RETAIN 1 COPY ON JOB SITE

23 Requested By: Husson Engineering + Management Buried Plant Locate Report Phone: Page 2 of th Side road Terra Cotta, Ontario L7C 1N8 Request # CAUTION! A NEW LOCATE IS REQUIRED IF ANY OF THE FOLLOWING OCCUR: DELAYS OCCUR IN ACTING ON THIS LOCATE BEYOND 30 DAYS; THE SKETCH AND SITE MARKINGS DO NOT COINCIDE; THE WORK LOCATION HAS CHANGED; MARKINGS BECOME UNCLEAR; OR ANYTHING OCCURS WHICH MAY INDICATE THAT A NEW OR BETTER LOCATE IS NEEDED. Private Locate - Not Guaranteed - Plant is located to the best of our ability but may be inaccurate or incomplete due to insufficient records. DO NOT MACHINE DIG WITHIN 1.0 metre OF MARKINGS Located: ohydro ogas ocomm owater þsewer oall This form valid only with the primary locate form. Legend Building Line Property Line Fence Line Centre Line Curb Road Edge Driveway Sidewalk Telephone Cable CATV Conduit Buried Service Wire Fibre Optic Cable Street Light Cable Hydro Hydro Service Gas Main Gas Service Water Main Water Service Storm Sewer Sanitary Sewer Manhole Catch Basin PL FL CL CURB RE DW SW B TV C BSW F/O SL H H/S GM GS W/M W/S STM SAN MH Pole Pedestal Gas Valve Hydrant Transformer Water Valve Hand Well Water Chamber WV HW WC CONTRACTOR TO RETAIN 1 COPY ON JOB SITE

24 APPENDIX B STORMWATER MANAGEMENT CALCULATIONS

25 Rational Method Calc. - Target Flows Project: 333 & 351 King Street East Project No.: Municipality: Toronto Catchment: Site PRE - EASTERN PORTION (2 Yr) Runoff Coefficient (C) = 0.50 Area (A) = 0.45 A: B: 0.00 C: Tc: Intensity (I) mm/hr = 88.2 Peak Flow (Q) L/s = 54.8 PRE - SOUTHWESTERN PORTION (2 Yr) Runoff Coefficient (C) = 0.50 Area (A) = 0.18 A: B: 0.00 C: Tc: Intensity (I) mm/hr = 88.2 Peak Flow (Q) L/s = 22.0 Total Allowable Flow (Q) L/s= 76.8 HUSSON

26 Stormwater Management Calculations Project: 333 & 351 King Street East Project No.: Municipality: Toronto Proposed Mix-use Tower - Eastern Portion Estimated Estimated Catchment Area Flow Storage Available Storage Required (m 2 ) (L/s) (m 3 ) (m 3 ) 102/103 Terraces Rooftop Total Storage= Controlled Flow= 18.0 Total Uncontrolled Perimeter= ha. Total Controlled Flow= 18.0 Perimeter/Uncontrolled Actual= 11.9 Eastern Portion Total Flow= 29.9 Eastern Portion Allowable (Target Flow)= 54.8 Proposed Commercial Tower - Southwestern Portion Estimated Estimated Catchment Area Flow Storage Available Storage Required (m 2 ) (L/s) (m 3 ) (m 3 ) 301 Penthouse Terraces Rooftop Total Storage= Controlled Flow= 7.4 L/s Uncontrolled Perimeter Area= ha Total Uncontrolled Perimeter= Total Controlled Flow= Perimeter/Uncontrolled Actual= ha 7.4 L/s 1.8 L/s Southwestern Portion Total Flow= Southwestern Portion Allowable (Target Flow)= 9.2 L/s 18.3 L/s HUSSON

27 Rational Method Calc. - Post-development flows Project: 333 & 351 King Street East Project No.: Municipality: Toronto Catchment: Perimeter Drainage - Uncontrolled POST - EASTERN PORTION (100 Yr) Runoff Coefficient (C) = 0.90 Area (A) = A: B: 0.00 C: -0.8 Tc: Intensity (I) mm/hr = Peak Flow (Q) L/s = 11.9 POST - SOUTHWESTERN PORTION (100 Yr) Runoff Coefficient (C) = 0.90 Area (A) = A: B: 0.00 C: -0.8 Tc: Intensity (I) mm/hr = Peak Flow (Q) L/s = 1.8 HUSSON

28 Modified Rational Method Project: 333 & 351 King Street East Project No.: Municipality: Toronto Commercial Building - Rooftop Area: ha Rainfall I=A*(T+B) C Runoff Coefficient: 0.95 A: B: 0 Target Flow: m 3 /s C: -0.8 Storage Required m 3 Initial Time 10 min Increment 2 min Time (min) Intensity (mm/hr) Peak Flow (m 3 /s) Runoff Volume (m 3 ) Discharge Volume (m 3 ) Storage Volume (m 3 ) HUSSON

29 Modified Rational Method Project: 333 & 351 King Street East Project No.: Municipality: Toronto Commercial Building - Terraces Area: ha Rainfall I=A*(T+B) C Runoff Coefficient: 0.95 A: B: 0 Target Flow: m 3 /s C: -0.8 Storage Required 79.3 m 3 Initial Time 10 min Increment 2 min Time (min) Intensity (mm/hr) Peak Flow (m 3 /s) Runoff Volume (m 3 ) Discharge Volume (m 3 ) Storage Volume (m 3 ) HUSSON

30 Modified Rational Method Project: 333 & 351 King Street East Project No.: Municipality: Toronto SW Rooftops Area: ha Rainfall I=A*(T+B) C Runoff Coefficient: 0.95 A: B: 0 Target Flow: m 3 /s C: -0.8 Storage Required 35.7 m 3 Initial Time 10 min Increment 2 min Time (min) Intensity (mm/hr) Peak Flow (m 3 /s) Runoff Volume (m 3 ) Discharge Volume (m 3 ) Storage Volume (m 3 ) HUSSON

31 Modified Rational Method Project: 333 & 351 King Street East Project No.: Municipality: Toronto Commercial Building - SW Penthouse Area: ha Rainfall I=A*(T+B) C Runoff Coefficient: 0.95 A: B: 0 Target Flow: m 3 /s C: -0.8 Storage Required 26.1 m 3 Initial Time 10 min Increment 2 min Time (min) Intensity (mm/hr) Peak Flow (m 3 /s) Runoff Volume (m 3 ) Discharge Volume (m 3 ) Storage Volume (m 3 ) HUSSON

32 Modified Rational Method Project: 333 & 351 King Street East Project No.: Municipality: Toronto Commercial Building - SW Terraces Area: ha Rainfall I=A*(T+B) C Runoff Coefficient: 0.95 A: B: 0 Target Flow: m 3 /s C: -0.8 Storage Required 13.0 m 3 Initial Time 10 min Increment 2 min Discharge Volume Time (min) Storage Volume (m 3 ) Intensity (mm/hr) Peak Flow (m 3 /s) Runoff Volume (m 3 ) (m 3 ) HUSSON

33 APPENDIX C DORSCH MODEL REVIEW AND CALCULATIONS

34 MEMO October 17, 2012 File No To: From: Re: Lucia Stanciu, City of Toronto Technical Services Division David Sharp, P.Eng. 333 King Street East Further to your comments and our recent discussions regarding the existing capacity of the City s storm and sanitary sewers, we have completed a detailed review of the Dorsch model provided by the City. The following outlines the storm and sanitary flows along Berkeley Street and Front Street East at the proposed development site. Based on the information provided, the capacity of the current system was determined. Please review the following summary and confirm that it meets your requirements. STORM SEWER CAPACITY DORSCH MODEL REVIEW Eastern Portion Review of Dorsch Model The eastern portion of the proposed development is proposed to connect to the Berkeley Street storm sewer segment 3303, south of King Street, and contribute to the flows downstream through segment As summarized in the model output, storm sewer segment 3303 is an existing 900mm storm sewer with a free capacity of 427L/s (CAP = QF-QLM). The catchment draining into segment 3303 has a total area of 0.54ha (A) and an assumed imperviousness of 88% (GAMMA). It is composed of the Berkeley Street right-of-way, and adjacent mixed-use-development subareas, including a portion of the subject property. Refer to Figure 1 for a summary of the subareas as above. FILE NO October 17,

35

36 Calculation of Storm Flows from Proposed Development The areas within the subject property proposed for development are currently used for parking and are impervious. In the post development scenario, these areas of the site will remain impervious; therefore, the amount of site surface runoff from both scenarios will be similar. However, the City of Toronto s Wet Weather Flow Management (WWFM) Guidelines require new developments to limit runoff to pre-development conditions, which reduces the net discharge rate into the municipal storm sewer. Based on the WWFM Guidelines using the 2 year storm and the site at 50% impervious, the maximum allowable release rate from the eastern portion of the proposed development is estimated to be 55L/s. With a free capacity of 427L/s, the existing municipal storm sewer can accommodate the proposed storm flow without surcharge conditions. The capacity of the segments immediately downstream (3304, 3305, 3306) have also been reviewed to ensure that the proposed stormwater flows from the site can be accommodated. The Dorsch model output shows the upper end surface elevation (SU) for this sewer section to be 80.83m, and a maximum hydraulic grade line (YUM) of 77.47m. This results in a depth of cover of approximately 3.4m from the surface to the hydraulic grade line. The proposed servicing connection will be placed accordingly to prevent sewage backflow. Details of the connection in relation to the existing municipal system will be provided in the detailed design stage. Southwestern Portion Review of Dorsch Model The southwestern portion of the proposed development is proposed to connect to the Front Street East storm sewer segment R691, east of Princess Street, and contribute to the flows downstream through segment R692. As summarized in the model output, storm sewer segment R691 is an existing 375mm storm sewer with a free capacity of 104L/s (CAP = QF-QLM). The catchment draining into segment R691 has a total area of 0.26ha (A) and an assumed imperviousness of 100% (GAMMA). It is composed of the Front Street right-of-way, and several mixed-use-development subareas, including a portion of the subject property. Refer to Figure 1 for a summary of the subareas as above. FILE NO October 17,

37 Calculation of Storm Flows from Proposed Development Based on the WWFM Guidelines using the 2 year storm and the site at 50% impervious, the maximum allowable release rate from the southwestern portion of the proposed development is estimated to be 24L/s. With a free capacity of 104L/s, the existing municipal storm sewer can accommodate the proposed storm flow without surcharge conditions. The capacity of the segments immediately downstream (R692, R693) have also been reviewed to ensure that the proposed flow can be accommodated. The Dorsch model output shows the upper end surface elevation (SU) for this sewer section to be 79.79m, and a maximum hydraulic grade line (YUM) of 78.67m. This results in a depth of cover of approximately 1.1m from the surface to the hydraulic grade line. The proposed servicing connection will be placed accordingly to prevent sewage backflow. Details of the connection in relation to the existing municipal system will be provided in the detailed design stage. Calculations for the allowable site release rate and the Dorsch model output is attached for your reference. SANITARY SEWER CAPACITY DORSCH MODEL REVIEW Eastern Portion Review of Dorsch Model As summarized in the model output, sewer segment 3289 is an existing 600x900mm Egg shape combined sewer with a full flow capacity of 669L/s (QF). This sewer is currently surcharged with a maximum flow of 766L/s at the lower end (QLM). The sewer section directly downstream, 3290, is an existing 200mm combined sewer. Segment 3289 is suspected to be in surcharge conditions because of the large size reduction of the downstream pipe. In the existing condition, the model has assumed a catchment area of 0.11ha (A) with an imperviousness of 100% (GAMMA) for section 3289, which would contribute storm flow at a rate of 32L/s (DQ) into the combined sewer. This catchment area is composed of the Berkeley Street right-of-way, and mixed-use-developments on both east and west side of Berkeley Street, including a portion of the subject property. Furthermore, a large percentage of the subject property currently drains to sewer segment 3287, an existing 600x900mm Egg shape combined sewer upstream of segment In the existing condition, the model has assumed a catchment area of 0.24ha (A) with an imperviousness of 100% (GAMMA) for section 3287, which would contribute storm flow at a rate of 71L/s (DQ) into FILE NO October 17,

38 the combined sewer. This catchment area is composed of the King Street East right-of-way, and mixed-use-developments on both north and south side of King Street East, including a portion of the subject property. Figure 2 shows the catchment areas for sewer segment 3289 and 3287 as described above. Since a separate connection to the storm sewer system is proposed for the site s storm drainage, no storm runoff will be directed to the combined sewer in the proposed development scenario. Therefore, the rate of storm flow entering segment 3289 and 3287 will be reduced upon the completion of the development. With the assumption that all the existing subcatchments drain into the combined sewer at a rate proportional to their size, the subcatchment areas were scaled in AutoCad to determine the amount of storm flow from each area. Currently, the model assumes that the subject area drains at a rate of 3.3L/s to sewer segment 3289, and 26.0L/s to sewer segment 3287, as shown in Table 1. Table 1 - Existing Storm Flow to the Combined Sewer Segments 3289 & 3287 Catchment Area (ha) Area (%) Storm runoff assumed by the model (L/s) 3289-A (Subject Property) B (Remainder of the catchment area) Total to segment A (Subject Property) B (Remainder of the catchment area) Total to segment Based on the analysis, 29.3L/s of existing storm flow (3.3L/s L/s) will be removed from the combined sewer (sewer segment 3289) after the completion of the proposed development. Flows from Proposed Development A mixed-use commercial tower is proposed at the eastern portion of the site. As discussed in the Functional Servicing Report, the sanitary flow from the proposed development is estimated to be less than 10L/s. It is proposed to connect to the combined sewer segment 3289 on Berkeley Street, south of King Street East, and contribute to the flows downstream through segment FILE NO October 17,

39

40 By removing the existing storm flow (approximately 29.3L/s), the net flow to the two combined sewer sections will decrease by approximately 19L/s; subsequently, the amount of surcharging in the municipal sewers will be reduced. The Dorsch model output shows the upper end surface elevation (SU) for this sewer section to be 80.96m, and a maximum hydraulic grade line (YUM) of 78.22m. This results in a depth of cover of approximately 2.7m from the surface to the hydraulic grade line. The proposed servicing connection will be placed accordingly to prevent sewage backflow. Details of the connection in relation to the existing municipal system will be provided in the detailed design stage. Southwestern Portion Review of Dorsch Model As summarized in the model output, sewer segment 3061 is an existing 300mm circular combined sewer with a free capacity of 58L/s (CAP = QF-QLM). In the existing condition, the model has assumed a catchment area of 0.24ha (A) with an imperviousness of 100% (GAMMA) for section 3061, which would contribute storm flow at a rate of 71L/s (DQ) into the combined sewer. This catchment area is composed of the Princess Street right-of-way (3061-ROW), and mixed-use-developments on both east and west side of Princess Street, including a portion of the subject property. Refer to Figure 2 for a sketch of the subareas as above. Since a separate connection to the storm sewer system is proposed for the site s storm drainage, no storm runoff will be directed to the combined sewer. Therefore, the rate of storm flow entering segment 3061 will be reduced upon the completion of the development. With the assumption that all the existing subcatchments drain into the combine sewer at a rate proportional to their size, the sub-catchment areas were scaled in AutoCad to determine the amount of storm flow from each area. Currently, the model assumes that the subject area drains to the combined sewer at a rate of 5.1L/s, as shown in Table 2. FILE NO October 17,

41 Table 2 - Existing Storm Flow to the 3061 Combined Sewer Catchment Area (ha) Area (%) Storm runoff assumed by the model (L/s) 3061-A (Subject Property) B (Remainder of the catchment area) Total Flows from Proposed Development A mixed-use commercial tower is also proposed at the southwestern portion of the site. As discussed in the Functional Servicing Report, the sanitary flow from the proposed development is estimated to be less than 5L/s. It is proposed to connect to the combined sewer segment 3061 on Princess Street, south of King Street East, and contribute to the flows downstream through segment The proposed development results in a net flow reduction of approximately 5.1L/s; therefore, the development will not negatively impact the capacity of the municipal sewer. It should also be noted that there is a stormwater contribution from the site to segment 3060 that will be reduced by the proposed development, and further reduce the future flows within the combined sewer downstream of the site. The Dorsch model output shows the upper end surface elevation (SU) for this sewer section to be 81.01m, and a maximum hydraulic grade line (YUM) of 80.29m. This results in a depth of cover of approximately 0.72m from the surface to the hydraulic grade line. The proposed servicing connection will be placed accordingly to prevent sewage backflow. Details of the connection in relation to the existing municipal system will be provided in the detailed design stage. Details for the sanitary peak flow calculations will be provided in the next submission of the Functional Servicing Report, and the Dorsch model output is attached. SUMMARY As outlined, the storm and sanitary flows from the proposed development will not negatively impact the existing municipal system on Berkeley Street, Front Street East, and Princess Street. We trust that this satisfies your concerns, and that approval can be provided for the proposed servicing for the site. FILE NO October 17,

42 Rational Method Calc. - Pre-Development Storm flows Project: 333 King Street East Project No.: Municipality: Toronto Catchment: Site PRE - EASTERN PORTION (2 Yr) Runoff Coefficient (C) = 0.50 Area (A) = 0.45 A: B: 0.00 C: Tc: Intensity (I) mm/hr = 88.2 Peak Flow (Q) L/s = 55.0 PRE - SOUTHWESTERN PORTION (2 Yr) Runoff Coefficient (C) = 0.50 Area (A) = 0.19 A: B: 0.00 C: Tc: Intensity (I) mm/hr = 88.2 Peak Flow (Q) L/s = 23.8 HUSSON 10/17/2012

43 DORSCH MODEL OUTPUT (PROVIDED BY CITY OF TORONTO)

44 DC7- Comb 4of4 - DC7 East - 600x900 mm Egg shape Combined Sewer on King Street east of Ontario and Berkeley Street 3285 CIRCULAR 0.30/0.30 INFLOW 3284 OUTFLOW 3286 B.NO EXIST. COMB YU YL QF 93 DQ 0 QDLM 0 VNIGHT0.20 DUC 0.51 DLC 0.60 QLM 73 CAP SU SL AF DQD 0.0 HDLM 0.01 HNIGHT0.00 DUS DLS QLM/8600Û78 RES 54 A 0.0 VF 1.32 GAMMA 0.93 VDLM 0.29 VNORM 0.0 HUM 0.81 HLM 0.90 QRQLM 72 DY 0000Û11 IW 0.0 L 12.2 S SCOD 102 DWB 0.0 YUM YLM VLM 1.40 DH 0000Û09 + 1/ 108 N EGG 0.61/0.91 INFLOW OUTFLOW 3287 B.NO EXIST. COMB YU YL QF 740 DQ 81 QDLM 1 VNIGHT0.35 DUC 0.29 DLC 0.47 QLM 371 CAP SU SL AF DQD 0.1 HDLM 0.02 HNIGHT0.00 DUS DLS QLM/8600Û50 RES 27 A 0.35 VF 1.75 GAMMA 0.82 VDLM 0.35 VNORM 0.0 HUM 1.20 HLM 1.38 QRQLM 370 DY 0000Û21 IW 0.0 L 40.5 S SCOD 15 DWB 0.0 YUM YLM VLM 1.69 DH 0000Û18 + 1/ 189 N

45 3287 EGG 0.61/0.91 INFLOW 3286 OUTFLOW 3288 B.NO EXIST. COMB YU YL QF 1015 DQ 71 QDLM 1 VNIGHT0.47 DUC 0.47 DLC 1.30 QLM 391 CAP SU SL AF DQD 0.2 HDLM 0.03 HNIGHT0.01 DUS DLS QLM/8600Û39 RES 65 A 0.24 VF 2.40 GAMMA 1.00 VDLM 0.47 VNORM 0.0 HUM 1.38 HLM 2.21 QRQLM 390 DY 0000Û94 IW 0.0 L 94.5 S SCOD 102 DWB 0.01 YUM YLM VLM 0.99 DH 0000Û83 + 1/ 101 N EGG 0.61/0.91 INFLOW OUTFLOW 3289 B.NO EXIST. COMB YU YL QF 1150 DQ 0 QDLM 2 VNIGHT0.54 DUC 1.18 DLC 1.24 QLM 753 CAP SU SL AF DQD 0.0 HDLM 0.04 HNIGHT0.01 DUS DLS QLM/8600Û66 RES 115 A 0.0 VF 2.72 GAMMA 1.00 VDLM 0.72 VNORM 0.0 HUM 2.09 HLM 2.15 QRQLM 751 DY 0000Û10 IW 0.0 L 7.6 S SCOD 102 DWB 0.01 YUM YLM VLM 1.79 DH 0000Û06 + 1/ 78 N EGG 0.61/0.91 INFLOW 3288 OUTFLOW B.NO EXIST. COMB YU YL QF 669 DQ 32 QDLM 3 VNIGHT0.31 DUC 1.24 DLC 1.14 QLM 766 CAP SU SL AF DQD 0.1 HDLM 0.04 HNIGHT0.01 DUS DLS QLM/8601Û15 RES 115 A 0.11 VF 1.58 GAMMA 1.00 VDLM 0.48 VNORM 0.0 HUM 2.15 HLM 2.05 QRQLM 764 DY 0000Û38 IW 0.0 L 86.9 S SCOD 102 DWB 0.0 YUM YLM VLM 1.82 DH 0000Û10 + 1/ 232 N CIRCULAR 0.20/0.20 INFLOW 3289 OUTFLOW 3305 B.NO EXIST. COMB YU YL QF 280 DQ 0 QDLM 3 VNIGHT0.01 DUC 1.94 DLC 3.94 QLM 96 CAP SU SL AF DQD 0.0 HDLM 2.53 HNIGHT2.53 DUS DLS QLM/8600Û34 RES 27 A 0.0 VF 8.92 GAMMA 0.0 VDLM 0.08 VNORM 3.00 HUM 2.14 HLM 4.14 QRQLM 96 DY 0002Û27 IW 0.0 L 3.1 S SCOD 400 DWB 2.51 YUM YLM VLM 3.06 DH 0002Û00 + 1/ 1 N CIRCULAR 1.22/1.22 INFLOW OUTFLOW 3306 B.NO EXIST. STORM YU YL QF 2819 DQ 291 QDLM 3 VNIGHT0.00 DUC 0.88 DLC 1.39 QLM 1240 CAP SU SL AF DQD 0.0 HDLM 1.10 HNIGHT1.10 DUS DLS QLM/8600Û44 RES 0 A 2.27 VF 2.42 GAMMA 0.44 VDLM 0.00 VNORM 0.42 HUM 2.10 HLM 2.61 QRQLM 1212 DY 0000Û61 IW 0.0 L S SCOD 315 DWB 1.07 YUM YLM VLM 1.06 DH 0000Û51 + 1/ 208 N CIRCULAR 1.22/1.22 INFLOW 3305 OUTFLOW 382 B.NO EXIST. STORM * YU YL QF 3570 DQ 153 QDLM 3 VNIGHT0.00 DUC 1.74 DLC 2.17 QLM 1368 CAP SU SL AF DQD 0.0 HDLM 1.94 HNIGHT1.94 DUS DLS QLM/8600Û38 RES 0 A 1.19 VF 3.06 GAMMA 0.44 VDLM 0.00 VNORM 0.48 HUM 2.96 HLM 3.39 QRQLM 1236 DY 0000Û49 IW 0.0 L 64.0 S SCOD 315 DWB 1.91 YUM YLM VLM 1.17 DH 0000Û43 + 1/ 130 N DC7- Comb 4of4 - DC7 Jarvis mm Combined Sewer on Front Street East 3059 CIRCULAR 0.30/0.30 INFLOW OUTFLOW 3060 B.NO EXIST. COMB YU YL QF 77 DQ 165 QDLM 0 VNIGHT0.0 DUC 4.63 DLC 4.69 QLM 159 CAP

46 SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS 3.30 DLS 3.01 QLM/8602Û07 RES 0 A 0.56 VF 1.09 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 4.93 HLM 4.99 QRQLM 159 DY 0000Û27 IW 0.0 L 41.8 S SCOD 102 DWB 0.0 YUM YLM VLM 2.25 DH 0000Û06 + 1/ 157 N CIRCULAR 0.30/0.30 INFLOW 3059 OUTFLOW 3063 B.NO EXIST. COMB YU YL QF 105 DQ 68 QDLM 0 VNIGHT0.0 DUC 4.69 DLC 3.23 QLM 218 CAP SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS 3.01 DLS 0.32 QLM/8602Û07 RES 0 A 0.23 VF 1.49 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 4.99 HLM 3.53 QRQLM 218 DY 0001Û02 IW 0.0 L 85.3 S SCOD 102 DWB 0.0 YUM YLM VLM 3.09 DH 0001Û46 + 1/ 84 N CIRCULAR 0.30/0.30 INFLOW OUTFLOW 3062 B.NO EXIST. COMB YU YL QF 96 DQ 71 QDLM 0 VNIGHT0.21 DUC 2.63 DLC 3.31 QLM 58 CAP SU SL AF DQD 0.0 HDLM 0.00 HNIGHT0.00 DUS DLS 0.50 QLM/8600Û61 RES 11 A 0.24 VF 1.37 GAMMA 1.00 VDLM 0.21 VNORM 0.0 HUM 2.93 HLM 3.61 QRQLM 58 DY 0000Û75 IW 0.0 L 74.7 S SCOD 102 DWB 0.0 YUM YLM VLM 1.05 DH 0000Û68 + 1/ 100 N CIRCULAR 0.30/0.30 INFLOW 3061 OUTFLOW 3063 B.NO EXIST. COMB YU YL QF 106 DQ 0 QDLM 0 VNIGHT0.23 DUC 3.31 DLC 3.44 QLM 58 CAP SU SL AF DQD 0.0 HDLM 0.00 HNIGHT0.00 DUS 0.50 DLS 0.48 QLM/8600Û55 RES 11 A 0.0 VF 1.50 GAMMA 1.00 VDLM 0.23 VNORM 0.0 HUM 3.61 HLM 3.74 QRQLM 58 DY 0000Û18 IW 0.0 L 15.2 S SCOD 102 DWB 0.0 YUM YLM VLM 0.83 DH 0000Û13 + 1/ 84 N CIRCULAR 0.38/0.38 INFLOW OUTFLOW 3064 B.NO EXIST. COMB YU YL QF 154 DQ 76 QDLM 0 VNIGHT0.21 DUC 3.20 DLC 2.41 QLM 340 CAP SU SL AF DQD 0.0 HDLM 0.00 HNIGHT0.00 DUS 0.32 DLS QLM/8602Û21 RES 0 A 0.26 VF 1.36 GAMMA 1.00 VDLM 0.21 VNORM 0.0 HUM 3.58 HLM 2.79 QRQLM 340 DY 0000Û57 IW 0.0 L 79.2 S SCOD 102 DWB 0.00 YUM YLM VLM 3.00 DH 0000Û79 + 1/ 139 N CIRCULAR 0.38/0.38 INFLOW 3063 OUTFLOW B.NO EXIST. COMB YU YL QF 97 DQ 0 QDLM 0 VNIGHT0.13 DUC 2.41 DLC 2.27 QLM 340 CAP SU SL AF DQD 0.0 HDLM 0.00 HNIGHT0.00 DUS DLS QLM/8603Û49 RES 0 A 0.0 VF 0.86 GAMMA 0.98 VDLM 0.13 VNORM 0.0 HUM 2.79 HLM 2.65 QRQLM 340 DY 0000Û04 IW 0.0 L 14.9 S SCOD 102 DWB 0.0 YUM YLM VLM 3.00 DH 0000Û13 + 1/ 347 N DC7- Comb 4of4 - DC7 Jarvis mm Combined Sewer on Front Street East 1216 CIRCULAR 1.45/1.45 INFLOW 1215 OUTFLOW 1217 B.NO EXIST. COMB YU YL QF 1870 DQ 0 QDLM 840 VNIGHT0.14 DUC 3.00 DLC 3.01 QLM 2245 CAP SU SL AF DQD 0.0 HDLM 0.76 HNIGHT0.62 DUS DLS QLM/8601Û20 RES 0 A 0.0 VF 1.13 GAMMA 0.0 VDLM 0.95 VNORM 1.11 HUM 4.45 HLM 4.46 QRQLM 1590 DY 0000Û08 3

47 IW 0.0 L 91.4 S SCOD 400 DWB 0.08 YUM YLM VLM 1.36 DH 0000Û02 + 1/1187 N CIRCULAR 1.45/1.45 INFLOW 1216 OUTFLOW 1218 B.NO EXIST. COMB YU YL QF 1857 DQ 0 QDLM 840 VNIGHT0.12 DUC 3.01 DLC 3.03 QLM 2245 CAP SU SL AF DQD 0.0 HDLM 0.79 HNIGHT0.70 DUS DLS QLM/8601Û21 RES 0 A 0.0 VF 1.13 GAMMA 0.0 VDLM 0.91 VNORM 1.10 HUM 4.46 HLM 4.48 QRQLM 1535 DY 0000Û08 IW 0.0 L 91.4 S SCOD 400 DWB 0.11 YUM YLM VLM 1.36 DH 0000Û01 + 1/1203 N CIRCULAR 1.45/1.45 INFLOW 1217 OUTFLOW 1219 B.NO EXIST. COMB * YU YL QF 1844 DQ 0 QDLM 840 VNIGHT0.11 DUC 3.03 DLC 3.03 QLM 2245 CAP SU SL AF DQD 0.0 HDLM 0.80 HNIGHT0.73 DUS DLS QLM/8601Û22 RES 0 A 0.0 VF 1.12 GAMMA 0.0 VDLM 0.89 VNORM 1.09 HUM 4.48 HLM 4.48 QRQLM 1512 DY 0000Û03 IW 0.0 L 36.6 S SCOD 400 DWB 0.12 YUM YLM VLM 1.36 DH 0000Û01 + 1/1220 N CIRCULAR 1.45/1.45 INFLOW OUTFLOW 1220 B.NO EXIST. COMB YU YL QF 1426 DQ 0 QDLM 840 VNIGHT0.11 DUC 3.03 DLC 3.03 QLM 2245 CAP SU SL AF DQD 0.0 HDLM 0.80 HNIGHT0.73 DUS DLS QLM/8601Û57 RES 0 A 0.0 VF 0.87 GAMMA 0.0 VDLM 0.89 VNORM 0.0 HUM 4.48 HLM 4.48 QRQLM 1507 DY 0000Û00 IW 0.0 L 6.1 S SCOD 400 DWB 0.0 YUM YLM VLM 1.36 DH 0000Û00 + 1/2040 N CIRCULAR 1.45/1.45 INFLOW 1219 OUTFLOW B.NO RECEIVING EXIST. COMB * YU YL QF 1867 DQ 0 QDLM 840 VNIGHT0.61 DUC 3.03 DLC 3.03 QLM 2245 CAP SU SL AF DQD 0.0 HDLM 0.68 HNIGHT0.22 DUS DLS QLM/8601Û20 RES 0 A 0.0 VF 1.13 GAMMA 0.0 VDLM 1.10 VNORM 0.0 HUM 4.48 HLM 4.48 QRQLM 1471 DY 0000Û04 IW 0.0 L 51.2 S SCOD 400 DWB 0.0 YUM YLM VLM 1.36 DH 0000Û00 + 1/1190 N

48 DC7- Storm 4of4- - DC7 East 375 mm storm sewer on King Street east of Ontario and 900 mm on Berkeley Street 3302 CIRCULAR 0.38/0.38 INFLOW OUTFLOW 3303 B.NO EXIST. STORM YU YL QF 198 DQ 92 QDLM 0 VNIGHT0.0 DUC DLC QLM 88 CAP SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS QLM/8600Û44 RES 0 A 0.46 VF 1.75 GAMMA 0.69 VDLM 0.0 VNORM 0.0 HUM 0.08 HLM 0.18 QRQLM 88 DY 0001Û20 IW 0.0 L 99.7 S SCOD 211 DWB 0.0 YUM YLM VLM 1.70 DH 0000Û10 + 1/ 83 N CIRCULAR 0.91/0.91 INFLOW OUTFLOW 3304 B.NO EXIST. STORM YU YL QF 1335 DQ 138 QDLM 0 VNIGHT0.0 DUC DLC QLM 908 CAP SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS QLM/8600Û68 RES 0 A 0.54 VF 2.06 GAMMA 0.88 VDLM 0.0 VNORM 0.0 HUM 0.63 HLM 0.84 QRQLM 908 DY 0000Û42 IW 0.0 L 82.3 S SCOD 211 DWB 0.0 YUM YLM VLM 2.05 DH 0000Û21 5

49 + 1/ 194 N CIRCULAR 0.91/0.91 INFLOW 3303 OUTFLOW 3305 B.NO EXIST. STORM YU YL QF 1759 DQ 0 QDLM 0 VNIGHT0.0 DUC 0.83 DLC 0.99 QLM 908 CAP SU SL AF DQD 0.0 HDLM 0.29 HNIGHT0.29 DUS DLS QLM/8600Û52 RES 0 A 0.0 VF 2.71 GAMMA 0.44 VDLM 0.0 VNORM 0.0 HUM 1.74 HLM 1.90 QRQLM 908 DY 0000Û21 IW 0.0 L 23.8 S SCOD 315 DWB 0.29 YUM YLM VLM 1.40 DH 0000Û16 + 1/ 112 N CIRCULAR 1.22/1.22 INFLOW OUTFLOW 3306 B.NO EXIST. STORM YU YL QF 2819 DQ 291 QDLM 3 VNIGHT0.00 DUC 0.88 DLC 1.39 QLM 1240 CAP SU SL AF DQD 0.0 HDLM 1.10 HNIGHT1.10 DUS DLS QLM/8600Û44 RES 0 A 2.27 VF 2.42 GAMMA 0.44 VDLM 0.00 VNORM 0.42 HUM 2.10 HLM 2.61 QRQLM 1212 DY 0000Û61 IW 0.0 L S SCOD 315 DWB 1.07 YUM YLM VLM 1.06 DH 0000Û51 + 1/ 208 N CIRCULAR 1.22/1.22 INFLOW 3305 OUTFLOW 382 B.NO EXIST. STORM * YU YL QF 3570 DQ 153 QDLM 3 VNIGHT0.00 DUC 1.74 DLC 2.17 QLM 1368 CAP SU SL AF DQD 0.0 HDLM 1.94 HNIGHT1.94 DUS DLS QLM/8600Û38 RES 0 A 1.19 VF 3.06 GAMMA 0.44 VDLM 0.00 VNORM 0.48 HUM 2.96 HLM 3.39 QRQLM 1236 DY 0000Û49 IW 0.0 L 64.0 S SCOD 315 DWB 1.91 YUM YLM VLM 1.17 DH 0000Û43 + 1/ 130 N CIRCULAR 1.22/1.22 INFLOW OUTFLOW 383 B.NO EXIST. STORM YU YL QF 2471 DQ 63 QDLM 3 VNIGHT0.00 DUC 2.10 DLC 2.17 QLM 2221 CAP SU SL AF DQD 0.0 HDLM 2.31 HNIGHT2.31 DUS DLS QLM/8600Û90 RES 0 A 0.50 VF 2.12 GAMMA 0.44 VDLM 0.00 VNORM 0.39 HUM 3.32 HLM 3.39 QRQLM 2096 DY 0000Û33 IW 0.0 L 89.0 S SCOD 305 DWB 2.29 YUM YLM VLM 1.90 DH 0000Û07 + 1/ 271 N CIRCULAR 1.30/1.30 INFLOW 382 R607 R605 OUTFLOW 384 B.NO EXIST. STORM * YU YL QF 3269 DQ 118 QDLM 3 VNIGHT0.00 DUC 2.43 DLC 2.58 QLM 2419 CAP SU SL AF DQD 0.0 HDLM 2.97 HNIGHT2.97 DUS DLS 0.43 QLM/8600Û74 RES 0 A 0.93 VF 2.47 GAMMA 0.44 VDLM 0.00 VNORM 0.40 HUM 3.73 HLM 3.88 QRQLM 2223 DY 0000Û33 IW 0.0 L 70.7 S SCOD 305 DWB 2.95 YUM YLM VLM 1.83 DH 0000Û15 + 1/ 217 N BOX CULVERT D 2.13/1.52 INFLOW OUTFLOW 385 B.NO EXIST. STORM YU YL QF 4160 DQ 0 QDLM 3 VNIGHT0.00 DUC 2.36 DLC 2.33 QLM 5408 CAP SU SL AF DQD 0.0 HDLM 3.03 HNIGHT3.03 DUS 0.43 DLS QLM/8601Û30 RES 0 A 0.0 VF 1.29 GAMMA 0.68 VDLM 0.00 VNORM 0.24 HUM 3.88 HLM 3.85 QRQLM 4883 DY 0000Û06 IW 0.0 L 71.3 S SCOD 304 DWB 3.02 YUM YLM VLM 1.68 DH 0000Û03 + 1/1296 N BOX CULVERT D 2.13/1.52 INFLOW OUTFLOW 386 B.NO EXIST. STORM YU YL QF 4642 DQ 0 QDLM 3 VNIGHT0.00 DUC 2.31 DLC 2.31 QLM 5647 CAP SU SL AF DQD 0.0 HDLM 3.04 HNIGHT3.04 DUS DLS QLM/8601Û22 RES 0 A 0.0 VF 1.44 GAMMA 0.68 VDLM 0.00 VNORM 0.26 HUM 3.83 HLM 3.83 QRQLM 4454 DY 0000Û01 IW 0.0 L 10.4 S SCOD 304 DWB 3.03 YUM YLM VLM 1.75 DH 0000Û01 + 1/1041 N BOX CULVERT D 2.13/1.52 INFLOW OUTFLOW 387 B.NO EXIST. STORM YU YL QF 4254 DQ 0 QDLM 3 VNIGHT0.00 DUC 2.29 DLC 2.21 QLM 5935 CAP SU SL AF DQD 0.0 HDLM 3.13 HNIGHT3.13 DUS DLS QLM/8601Û40 6

50 RES 0 A 0.0 VF 1.32 GAMMA 0.68 VDLM 0.00 VNORM 0.24 HUM 3.81 HLM 3.73 QRQLM 4263 DY 0000Û09 IW 0.0 L S SCOD 305 DWB 3.13 YUM YLM VLM 1.84 DH 0000Û08 + 1/1240 N mm storm sewer on Front Street R694 HORSESHOE 0.60/0.60 INFLOW OUTFLOW R695 B.NO EXIST. STORM YU YL QF 335 DQ 36 QDLM 0 VNIGHT0.0 DUC 0.63 DLC 0.81 QLM 55 CAP SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS QLM/8600Û16 RES 0 A 0.13 VF 1.12 GAMMA 0.95 VDLM 0.0 VNORM 0.0 HUM 1.23 HLM 1.41 QRQLM 55 DY 0000Û18 IW 0.0 L 66.4 S SCOD 211 DWB 0.0 YUM YLM VLM 0.65 DH 0000Û18 + 1/ 369 N R695 HORSESHOE 0.68/0.68 INFLOW R694 OUTFLOW R696 B.NO EXIST. STORM YU YL QF 629 DQ 36 QDLM 0 VNIGHT0.0 DUC 0.75 DLC 1.09 QLM 103 CAP SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS QLM/8600Û16 RES 0 A 0.13 VF 1.66 GAMMA 0.95 VDLM 0.0 VNORM 0.0 HUM 1.43 HLM 1.77 QRQLM 103 DY 0000Û34 IW 0.0 L 66.5 S SCOD 211 DWB 0.0 YUM YLM VLM 0.72 DH 0000Û34 + 1/ 196 N R696 HORSESHOE 0.68/0.68 INFLOW R695 OUTFLOW 375 B.NO EXIST. STORM YU YL QF 59 DQ 0 QDLM 0 VNIGHT0.0 DUC 1.44 DLC 1.44 QLM 103 CAP SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS QLM/8601Û74 RES 0 A 0.0 VF 0.16 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 2.12 HLM 2.12 QRQLM 103 DY 0000Û00 IW 0.0 L 22.5 S SCOD 211 DWB 0.0 YUM YLM VLM 0.27 DH 0000Û00 + 1/**** N DC7 Jarvis mm storm sewer on Front Street R691 CIRCULAR 0.38/0.38 INFLOW OUTFLOW R692 B.NO EXIST. STORM YU YL QF 165 DQ 75 QDLM 0 VNIGHT0.0 DUC 1.58 DLC 1.87 QLM 61 CAP SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS QLM/8600Û37 RES 0 A 0.26 VF 1.49 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 1.95 HLM 2.24 QRQLM 61 DY 0000Û30 IW 0.0 L 33.8 S SCOD 211 DWB 0.0 YUM YLM VLM 1.07 DH 0000Û29 + 1/ 113 N R692 CIRCULAR 0.60/0.60 INFLOW R691 R697 OUTFLOW R693 B.NO EXIST. STORM YU YL QF 349 DQ 86 QDLM 0 VNIGHT0.0 DUC 1.86 DLC 2.10 QLM 211 CAP SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS QLM/8600Û60 RES 0 A 0.30 VF 1.24 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 2.46 HLM 2.70 QRQLM 211 DY 0000Û29 IW 0.0 L 89.5 S SCOD 211 DWB 0.0 YUM YLM VLM 0.75 DH 0000Û24 + 1/ 309 N R693 CIRCULAR 0.60/0.60 INFLOW R692 OUTFLOW B.NO EXIST. STORM YU YL QF 346 DQ 0 QDLM 0 VNIGHT0.0 DUC 2.11 DLC 2.16 QLM 211 CAP SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS QLM/8600Û61 RES 0 A 0.0 VF 1.23 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 2.71 HLM 2.76 QRQLM 211 DY 0000Û06 IW 0.0 L 18.8 S SCOD 211 DWB 0.0 YUM YLM VLM 0.75 DH 0000Û04 + 1/ 313 N

51 APPENDIX D HYDRANT FLOW TESTING RESULTS