115 & 117 Erb Street East, Waterloo, Ontario Functional Servicing Report

Transcription

1 115 & 117 Erb Street East, Waterloo, Ontario Functional Servicing Report Prepared for: Erb East Developments Inc. c/o ABA Architects Inc Weber Street Waterloo, ON N2L 5C6 Prepared by: Stantec Consulting Ltd Hagey Boulevard Waterloo, ON N2L 0A4 Tel: (519) Fax: (519) May 3, 2017

2 Sign-off Sheet This document entitled 115 & 117 Erb Street East, Waterloo, Ontario, Functional Servicing Report was prepared by Stantec Consulting Ltd. ( Stantec ) for the account of Erb East Developments Inc. c/o ABA Architects Inc. (the Client ). Any reliance on this document by any third party is strictly prohibited. The material in it reflects Stantec s professional judgment in light of the scope, schedule and other limitations stated in the document and in the contract between Stantec and the Client. The opinions in the document are based on conditions and information existing at the time the document was published and do not take into account any subsequent changes. In preparing the document, Stantec did not verify information supplied to it by others. Any use which a third party makes of this document is the responsibility of such third party. Such third party agrees that Stantec shall not be responsible for costs or damages of any kind, if any, suffered by it or any other third party as a result of decisions made or actions taken based on this document. Prepared by: (signature) Julie Carpentier, P.Eng Project Coordinator, Community Development Reviewed and Approved by: (signature) Carrie Curtis, P.Eng. Reurbanization Team Lead, Community Development jc \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx

3 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Table of Contents 1.0 INTRODUCTION EXISTING CONDITIONS EXISTING SERVICING Water Sanitary Storm Floodplain and Source Water Protection PROPOSED GRADING AND SERVICING STRATEGY PROPOSED GRADING Floodplain PROPOSED SERVICING Water Sanitary Storm CONCEPTUAL STORMWATER MANAGEMENT DESIGN STORMWATER MANAGEMENT CRITERIA WATER QUANTITY CONTROL WATER QUALITY CONTROL EROSION AND SEDIMENT CONTROL CONCLUSIONS LIST OF FIGURES Figure 1: Site Location Plan Figure 2: Floodplain Map (GRCA) Figure 3: Urban Area Source Water Protection Areas (Region of Waterloo) Figure 4: Conceptual Servicing and Grading Plan LIST OF APPENDICES APPENDIX A Conceptual Site Plan APPENDIX B Plan and Profile Erb Street East and Moore Ave APPENDIX C Existing Conditions Plan and Registered Flood Elevation APPENDIX D Domestic Demand and Fire Flow Calculations APPENDIX E Sanitary Flow Calculations and Downstream Analysis APPENDIX F Stormceptor Calculations

4 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Introduction May 3, INTRODUCTION Stantec Consulting Ltd. was retained by ABA Architects Inc. to complete a Functional Servicing Report to support the rezoning application for the development of a 12 storey apartment building at 115 and 117 Erb Street East in Waterloo (further referred to as the Site ), see conceptual Site Plan in Appendix A. The site currently contains two existing homes and associated driveways and yard space, and is located west of Moore Avenue on Erb Street East. The Site is bounded to the north by Erb Street East, to the east by existing adjacent residential properties, to the south by a religious institution, and to the west by the Waterpark Place condominium complex. For the exact location of the Site refer to Figure 1. The proposed development for the Site is the construction of a 12-storey apartment building completed with 2 levels underground parking. The site is located within a Wellhead Protection Sensitivity Area (WPSA 4) as well as within the Grand River Conservation Authority (GRCA) floodplain and regulated area. The purpose of this report is to document the opportunities and constraints for the subject property with respect to servicing, grading and stormwater management in support of the Zoning By-Law Amendment Application. Pending the approval of the Zoning By-Law Amendment application, detailed design of the site will commence and be submitted to the City in support of Site Plan Approval. ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 1.1

5 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Introduction May 3, 2017 Figure 1: Site Location Plan ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 1.2

6 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Existing Conditions May 3, EXISTING CONDITIONS The Site is currently the location of two residential houses and associated driveways and comprises an area of ha. In the existing condition, surface runoff from the rear of the Site generally drains to the southwest (towards the adjacent property), and surface runoff from the front of the Site drains to the northeast (to the right-of-way). There is approximately 1.0m of elevation difference an elevation difference between the north and south property lines; the southwest corner of the property being at the lowest point. 2.1 EXISTING SERVICING Water Based on the plan and profile drawings provided by the City of Waterloo (Appendix B), there are two (2) watermains on Erb Street East, a 200mm diameter watermain on the north side of the street, and a 600mm diameter Regional watermain on the south side of the street. In accordance with Section B of the Design Guidelines and Supplemental Specifications for Municipal Services of the Region of Waterloo (January 2016), no connection to a Regional watermain is permitted. There are three (3) municipal hydrants located close to the Site. One is located on the northwest corner of the Moore Ave and Erb Street East intersection (about 65m from main entrance, opposite the Site), the second is located east of the Tweed Street and Erb Street East intersection on the north side of Erb Street East (about 85m from main entrance, opposite the Site), and the third is located on the south side of Erb Street East opposite to Tweed Street (about 115m from main entrance). Water service connections to the two existing homes are unknown Sanitary Based on the plan and profile drawings provided by the City of Waterloo (Appendix B), there is an existing manhole, and a 200mm diameter sanitary sewer within the Erb Street East right-ofway located on the north side of the street opposite to 117 Erb Street East (invert approx ). This sanitary sewer further flows to the east to a 250mm diameter sanitary sewer on Moore Avenue right-of-way (invert approx ). The exact sanitary service location and size to the two existing buildings are unknown. ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 2.1

7 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Existing Conditions May 3, Storm The existing site currently drains partly towards the southwest of the Site (to the rear of the property and onto adjacent property), and partly towards the northeast corner of the site (to the front of the property; to the Erb Street East right-of-way) via overland flows. Based on the plan and profile drawings provided by the City of Waterloo, there is no exiting storm sewer in the Erb Street East right-of-way fronting the Site (see Appendix B). An extension of the municipal storm service will be needed which will required an Environmental Compliance Approval (ECA) from the Minister of the Environment and Climate Change (MOECC). The closest connection to the Site is located on the southwest corner of the Moore Ave and Erb Street East intersection. An existing 450 mm diameter storm sewer for the backyard drainage of 119 Erb Street East connects to the east to an existing manhole (invert ). The existing manhole, located approximately 45 m form 117 Erb Street East, discharges into a 750mm diameter storm sewer on Moore Avenue, and then into a 825mm diameter storm sewer on Moore Avenue. Alternative tie in location were evaluated such as connecting to the storm sewer close to Erb Street East and Tweed Street intersection. However, the Moore Avenue and Erb Street East connection was preferred as it provides with more cover and that no easement is required Floodplain and Source Water Protection As mentioned previously, a large portion of the existing site is located within the GRCA floodplain and regulated area as shown on Figure 2. The registered flood elevation is m (please refer to Appendix C for existing conditions plan). The site also resides within a Wellhead Protection Sensitivity Area (WPSA 4) of the Region of Waterloo s Urban Area Source Water Protection Area s (Figure 3). The WPSA defines medium sensitivity areas which are found within the two years time travel to municipal drinking-water supply well 1. This designation indicates for development application that underground parking garages and sewers may be permitted subject to further study demonstrating that the proposed use will not negatively impact the quantity and/or quality of drinking-water resources. The site is also located within Subwatershed 320 of the City of Waterloo Special Policy Area which means that site within this area are required to manage stormwater up to the 5-year storm event. Storms greater than the 5-year event are to be directed off-site as soon as possible. Further consultation with the GRCA and the Region of Waterloo regarding approvals will be required as part of detailed design. 1 Waterloo Regional Official Plan, Chapter 8 Source Water Protection, page 125 ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 2.2

8 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Existing Conditions May 3, 2017 Figure 2: Floodplain Map (GRCA) ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 2.3

9 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Existing Conditions May 3, 2017 Figure 3: Urban Area Source Water Protection Areas (Region of Waterloo) ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 2.4

10 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Proposed Grading and Servicing Strategy May 3, PROPOSED GRADING AND SERVICING STRATEGY Preliminary grading and servicing strategies for the proposed development have been established based on available plan and profile drawing information for Erb Street East and Moore Street, the conceptual site plan prepared by ABA Architects within the Design Brief dated May 1, 2017 (Appendix A), the topographical survey prepared by Stantec dated January 19, 2017, and the floodplain elevation as provided by the GRCA. Based on the conceptual site plan, the building occupies 39% of the site. Landscaped areas are present at the front and the back of the property along with buffers along the side yards. Figure 4 presents the conceptual site servicing and grading plan for the proposed development. 3.1 PROPOSED GRADING The proposed development will have 12-storey apartment building complete with two (2) level of underground parking as well as one level of interior above grade parking at the ground level. The proposed development resides within the Laurel/Clair Creek Special Policy Area (SPA) floodplain policy area with Regulatory Floodplain Elevations (RFE) for m located near the front of the Site. As a result, based on the elevation information available, the majority of the Site (with exception of the front) would be within the Regulatory Floodplain. The finished floor elevation has therefore been proposed to be higher than the RFE to provide safe access at 323.7m. The above grade parking main entrance will be located on the east side of the building and is also proposed to be at an elevation of 323.7m. The below grade parking main entrance will be located at the rear of the building, and is proposed at an elevation of 322.7m (i.e. 0.2m below the RFE). However, a catchbasin in the main drive aisle at a proposed grade of 322.5m is proposed allowing for positive drainage towards from the underground parking entrance to the proposed catchbasin. Please refer to conceptual servicing and grading plan (Figure 4). The proposed grading strategy will respect the existing grades along property lines and provide barrier free access from Erb Street East to the principal pedestrian building entrance as well as to the parking garage entrance. Grades will direct flows to localized catchbasins proposed onsite. The existing overland flow route will be maintained to the rear of the property via a curb cut in the parking area. Drainage from surrounding properties will also be maintained. Finally, two (2) retaining walls are proposed at the rear of the site. One will be located on the east side of the property with an approximate length of 73.7m and a maximum height of 1.6m. The second retaining wall will be located at the rear of the property with an approximate length of 21.3m and a maximum height of 0.6m. Please refer to the conceptual servicing and grading plan for exact location (see Figure 4 for exact location). ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 3.1

11 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Proposed Grading and Servicing Strategy May 3, Floodplain It should be noted that the development will be required to provide flood protection for all new structures within the RFE, require that no habitable room be provided below the RFE, and all new utilities be located higher than the RFE where practical and where not possible, such utilities shall be flood proofed. Further consultation with the GRCA will be required for approvals during detailed design. 3.2 PROPOSED SERVICING Water The Site is located within the Pressure Zone Waterloo 4 with a static hydraulic grade line of 381mASL. As per the City pre-consultation comments, any development with a finished road elevation below masl will require individual pressure reducing devices on each water service 2. The finished floor elevation for the proposed development is m, therefore the water services to the building will require pressure reducing valves installed. With respect to fire protection the Fire Underwriters Survey requires a flow of not less than 100L/s for residential buildings. The Waterloo Core Area Infrastructure Study concluded that fire flows greater that the required 100L/s are generally achieved throughout the system in the Core Area and it is not anticipated that future residential or ICI growth will significantly alter the fire flow distribution. Based on limited construction details for the proposed development, a conservative preliminary calculation using the Fire Underwriters Survey was completed. The proposed development for the Site requires a flow of approximately 150L/s. This would require a minimum diameter water service connection of 200m diameter (Appendix D). It is anticipated that a connection from the existing 200mm watermain on Erb Street East right-ofway will be of sufficient size to service the proposed development. Connection to the 600mm diameter Regional watermain is not permitted as prescribed in Section B of the Design Guidelines and Supplemental Specifications for Municipal Services of the Region of Waterloo (January 2016). It should be noted that an internal booster pump will likely be specified in the building to achieve appropriate flow and pressure on the upper floors given the proposed height of the buildings. As per the Design Guidelines and Supplemental Specifications for Municipal Services of the Region of Waterloo (January 2016), hydrants should be located at a maximum distance of 100m for high density residential. The two closest existent hydrants on Erb Street East are located approximately 65m and 85m from the site which means that an additional hydrant on-site is not required. 2 Section B of the Design Guidelines and Supplemental Specifications for Municipal Services (January 2016) ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 3.2

12 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Proposed Grading and Servicing Strategy May 3, Sanitary To determine the anticipated sanitary flows for the proposed development, a sanitary flow design sheet has been prepared (Appendix E). Based on the Region of Waterloo s Water and Wastewater Monitoring Report (2016) Development Data; 1.77 people per unit (PPU) for the apartment buildings was used for the 94 units. The proposed development has an anticipated peak sanitary flow rate of L/s. The existing 200mm diameter sanitary sewer on Erb street East opposite to 117 Erb Street East is at a slope of 1.5% and has a capacity of L/s while maintaining the City of Waterloo and the Region of Waterloo minimum velocity of 0.6 m/s 3. The development is within the floodplain; therefore, all structures will be installed with waterproof lids. As the anticipated peak sanitary flow for the proposed development is well below the capacity of the existing sanitary sewer, the Site can be serviced to the existing 200 mm diameter sanitary sewer. The increase in sanitary peak flow in the post development condition of the Site, as calculated above, was compared to the available capacity downstream of the site. Table E.2 in Appendix E summarizes the downstream sanitary capacity for Erb Street East from 117 Erb Street East to Bridgeport Road East as calculated in the Waterloo Core Area Infrastructure Study (Stantec, 2011). Under 2016 and 2031 conditions, the downstream reaches all have residual capacity to accommodate the proposed development peak flow. It should be noted that the pipe at the intersection of Moore Avenue and Laurel Street (Pipe ID ) is estimated at 83% of capacity in 2031 prior to the proposed development, and will be to 92% capacity with the proposed development Storm As there is no existing connection to the storm sewer system for the two existing homes, the Site will need to be serviced by a new connection. Furthermore, the closest existing storm connection is located on the southwest corner of the Moore Ave and Erb Street East intersection. Therefore, an extension of the municipal storm service on Erb Street East right-ofway to the northeast corner of the property will be required which will need to go through MOECC ECA as mentioned previously. This extension could be done by direct connection to the existing manhole at Moore Ave and Erb Street East intersection, or by cutting-in a manhole on the existing 450 mm diameter storm sewer (currently servicing 119 Erb Street East). A new manhole will be required at the northeast corner of the property in Erb Street East right-of-way to allow a connection of the private storm sewer system of the property to the municipal storm system. 3 Section of the Design Guidelines for Sewage Works (2008) Ministry of the Environment ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 3.3

13 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Proposed Grading and Servicing Strategy May 3, 2017 A private storm sewer system will be installed on-site to collect runoff from the main aisle drive and parking spaces at the rear of the site. The runoff collected in the storm sewers will be directed to an oil-grit separator (OGS) which will be located close to the main entrance to the site before outletting into the municipal storm system. Runoff from the roof will be conveyed to the storm sewer on-site downstream from the OGS. All storm sewers on site will be sized to convey at least the 5 year storm event, it will be attempted to oversize the storm pipe due to the floodplain and adjacent property drainage in order to maintain the drainage to the rear of the site. However, due to the limited cover on the proposed storm sewer and associated extension, oversizing the storm sewer may not be feasible. All flows greater than the 5 year storm event will be directed via the existing overload flow towards Erb Street East for the front of the property and towards the southwest corner of the property for the rear of the property. The OGS will be sized to control a normal level of quality control. ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 3.4

14 N V:\01614\active\ \design\drawing_06\civil\sheet_files\ _C-SD.dwg 2017/05/03 11:17 AM By: Robb, Brad ORIGINAL SHEET - ANSI B ERB STREET EAST Legend Client/Project ERB EAST DEVELOPMENTS INC. 115 & 117 ERB STREET EAST April Hagey Blvd. Suite 100 Waterloo, ON, N2L 0A4 Tel Figure No. Title FIG 4 CONCEPTUAL GRADING AND SERVICING PLAN

15 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Conceptual Stormwater Management Design May 3, CONCEPTUAL STORMWATER MANAGEMENT DESIGN 4.1 STORMWATER MANAGEMENT CRITERIA The Site is located within Subwatershed 320 of the City of Waterloo Special Policy Area. In terms of quantity control, site within this area are required to manage stormwater up to the 5-year storm event. Storms greater than the 5-year event are to be directed off-site as soon as possible. The Site is also located within the Laurel Creek Floodplain regulated by the GRCA. As part of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (Ontario Regulation 150/06), the site will be required to ensure flood protection techniques be applied, no new habitable room be lower than the RFE, and that new utilities be located higher than the RFE where practical, or flood proofed. Further consultation with the GRCA regarding approvals will be required as part of detailed design, and a permit from the GRCA would be required for the proposed building and parking area. 4.2 WATER QUANTITY CONTROL The sites existing impervious area is 27% and the proposed development plans to increase the impervious area to 71%. As there is a proposed increase of impervious area, quantity control for the 5 year storm event as required by the City of Waterloo will have to be achieved. It should be attempted to oversize the pipes to respect the conditions from the Subwatershed 320. Furthermore, in order to mitigate the 5 year event, flow control roof drainage will be done as well as underground storage if required. It should be noted that because of the extent of the underground parking infiltration might not be possible. The existing overland flow route will be maintained to the rear of the property via a curb cut in the parking area. 4.3 WATER QUALITY CONTROL In order to achieve a normal level of quality control, requiring the removal of 70% of suspended solids 4, a Stormceptor Model STC 300 or approved equivalent is proposed to be installed. Please refer to Appendix F for the sizing of the Stormceptor, which was chosen to provide a normal level of quality control. It should be noted that with a Stormceptor Model STC 300 or approved equivalent, an enhanced level of quality control (80% of removal of suspended solids) is also achieved. The Stormceptor or approved equivalent will require regular annual maintenance to ensure it is operating properly. The owner may be required to enter into a maintenance agreement with a suitable contractor to complete this work. 4 Stormwater Management Planning and Design Manual (2003) Ministry of Environment ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 4.1

16 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Conceptual Stormwater Management Design May 3, EROSION AND SEDIMENT CONTROL In order to minimize the effects of erosion during the grading of the site, sediment control fencing will be installed around the perimeter of the site and around any stockpiles and catchbasins during construction. Any sediment that is tracked onto the road ways during the course of the construction will be cleaned up by the contractor. To help minimize the amount of mud being tracked onto the road way, a mud mat may be installed at the primary construction entrance. These measures will be shown on the detailed design drawings. ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 4.2

17 115 & 117 ERB STREET EAST, WATERLOO, ONTARIO FUNCTIONAL SERVICING REPORT Conclusions May 3, CONCLUSIONS Based on the foregoing analysis, it is concluded that: 1. Existing municipal infrastructure for water and sanitary are available along Erb Street East. 2. The closest existing storm connection is located on the southwest corner of the Moore Ave and Erb Street East intersection. An extension of the municipal storm service on Erb Street East right-of-way to the northeast corner of the property will be required. This extension will require approvals from the MOECC. 3. The 200mm diameter water main on Erb Street East right-of-way is of sufficient size to service the proposed development, a new connection to the water main with pressure reducing valves will be required. 4. The existing 200mm diameter sanitary sewer on Erb Street East right-of-way is of sufficient size to service the proposed building, a new connection to the sanitary sewer will be required. The downstream reaches all have residual capacity to accommodate the proposed development peak flow. 5. The majority of the Site resides within the Laurel/Clair Creek Special Policy Area (SPA) floodplain policy area with Regulatory Floodplain Elevations (RFE) for m except for a portion of the front of the property. The proposed building is proposed to be higher than RFE with the exception of the underground parking entrance which is proposed to be at 322.7m (0.2m below the RFE). The development will be required to provide flood protection for all new structures within the Regional Floodplain Elevations, require that no habitable room be provided below the Regional Floodplain Elevations, and all new utilities be located higher than the Regional Floodplain Elevations where practical and where not possible, such utilities shall be flood proofed. Further consultation with the GRCA will be required for approvals during detailed design. 6. The Site is located within Subwatershed 320 of the City of Waterloo Special Policy Area. As such, sites within this area are required to manage stormwater up to the 5-year storm event. Storms greater than the 5-year event are to be directed off-site as soon as possible to the municipal storm sewer system. Therefore, the 5-year storm event will be conveyed in an onsite storm sewer system which is proposed to outlet into the proposed extension of the municipal storm infrastructure in Erb Street East right-of-way. It will be attempted to oversize the storm pipe due to the floodplain and adjacent property drainage in order to maintain the drainage to the rear of the site. The existing overland flow route will be maintained to the rear of the property via a curb cut in the parking area. The stormwater management quality control of a normal level of protection can be achieved using a Stormceptor STC 300 or approved equivalent (approx. 84% of TSS Removal provided). 7. Additional grading, servicing, and stormwater management details will be provided during detailed design. ae \\cd1004-f01\work_group\01614\active\ \design\report\fsr\rpt_ _115&117erbst_fsr_ docx 5.1

18 APPENDIX A Conceptual Site Plan

19 2442 SITE PLAN NOTES 1. LEGAL DESCRIPTION: PART OF LOT 3, 4, 5, 6 REGISTERED PLAN 23 PART OF LOT 8, REGISTERED PLAN SITE INFORMATION TAKEN FROM STANTEC PROJECT NO FOR SITE GRADING, SERVICES & STORM WATER MANAGEMENT REFER TO DRAWINGS PREPARED BY STANTEC 4. FOR LANDSCAPE WORK REFER TO DRAWINGS PREPARED BY TBD 5. FOR SITE LIGHTING REFER TO DRAWINGS PREPARED BY TBD 6. ALL ROADS & ISLANDS SHALL HAVE 150mm CURBS UNLESS NOTED OTHERWISE. 7. CURB RADIUS = 1.20m UNLESS OTHERWISE DIMENSIONED. 8. STANDARD PARKING STALLS TO BE 2.8m x 5.5m 8. BARRIER FREE PARKING STALLS TO MEET CITY OF KITCHENER REQUIREMENTS FOR TYPE 'A' (3.7m x 5.5m) AND TYPE 'B'. (2.4m x 5.5m) INCLUDING ALL APPLICABLE ACCESS AISLES (1.5m WIDE). 9. ALL OUTDOOR LIGHTING MUST BE FULL CUT-OFF AND HAVE NO GLARE. 10. TREE PROTECTION FENCING SHOULD BE ERECTED AROUND ALL EXISTING LANDSCAPED AREAS TO REMAIN AND SHOULD REMAIN ON SITE FOR THE DURATION OF THE CONSTRUCTION. 11. ALL ROOF-TOP EQUIPMENT TO BE SCREENED AND/OR LOCATED SO THAT IT CANNOT BE VIEWED FROM THE STREET. 12. SIGNAGE (BUILDING, PYLON & OTHERWISE) NOT APPROVED VIA THE SITE PLAN APPROVAL PROCESS. 13. THERE WILL BE NO OUTDOOR STORAGE OF ANY ITEMS ON SITE. 14. ALL GARBAGE TO BE STORED IN MOLOK WASTE SYSTEM PROVIDED ON-SITE. 15. LIGHT FIXTURES & BOLLARDS ARE NOT TO OBSTRUCT PEDESTRIAN MOVEMENT. 16. ANY MULTIPLE UNIT IDENTIFICATION SIGNAGE TO HAVE REFLECTIVE LETTERING. 17. EXCESS SNOW TO BE REMOVED FROM SITE. 18. INTERIOR OF PARKING GARAGE TO BE PAINTED WHITE IN ENTIRETY. 19. LIGHTING IN PARKING GARAGE TO BE RECESSED AND MUST NOT SPILL OUT, SHOULD NOT "GLARE" OVER TO STREET OR PROPERTIES NOR SHOULD THE LIGHTING BE VISIBLE FROM THE STREET. SITE LEGEND SIB ENTRANCE/EXIT FIRE DEPARTMENT CONNECTION FIRE HYDRANT (FH) BARRIER FREE PARKING SPACE EXISTING STANDARD IRON BAR FLUSH CURBING (FC) CONCRETE CURB PROPERTY LINE PROPOSED FIRE ROUTE PROPOSED CONCRETE PROPOSED LANDSCAPE/SOD TRANSFORMER C/W CONCRETE PAD AND GROUNDING RODS THIS DRAWING IS AN INSTRUMENT OF SERVICE & IS THE PROPERTY OF ABA ARCHITECTS INC. & CANNOT BE MODIFIED AND/OR REPRODUCED WITHOUT THE PERMISSION OF ABA ARCHITECTS INC. THE CONTRACTOR MUST VERIFY ALL DIMENSIONS ON SITE AND REPORT ANY DISCREPANCIES TO THE ARCHITECT, BEFORE PROCEEDING WITH THE WORK. DRAWINGS ARE NOT TO BE SCALED. No. 01 REVISIONS ISSUED FOR ZONE CHANGE DATE PARKING COUNT BUBBLE LAST SAVED BY: Jessicam DATE: May 1, 2017 FILE LOCATION: Z:\2009\ & 117 Erb\2.0 Site Planning\ SPA.01 Site Plan.dwg ERB STREET EAST R6000 PROPERTY LINE BEFORE ROAD WIDENING R PROPERTY LINE AFTER ROAD WIDENING LANDSCAPED AREA T m MIN. FRONT YARD SETBACK (BY-LAW 1108 & ) PRINCIPAL ENTRANCE m MAX. FRONT YARD SETBACK (BY-LAW 1108) 1531 GRCA REGULATION LIMIT 9138 ADJACENT PROPERTY CURRENTLY ZONED: GR-1 OFFICIAL PLAN DESIGNATION: MIXED-USE MEDIUM DENSITY RESIDENTIAL FLOODPLAIN GRCA APPROXIMATE PROPERTY LINE 6100 EXIT 20.0m SIDE YARD SETBACK (BY-LAW 1108) 12 STOREY PORTION EXTENT OF TOWER ABOVE EXTENT OF PROPOSED MR-12 OFFICIAL PLAN DESIGNATION: MIXED-USE MEDIUM HIGH DENSITY RESIDENTIAL ZONING/OP BOUNDARY GARBAGE/ ABOVE GRADE MOVE-IN PARKING ENTRANCE ADJACENT PROPERTY CURRENTLY ZONED: GR-1 OFFICIAL PLAN DESIGNATION: LOW DENSITY RESIDENTIAL STOREY PORTION 3.0m SIDE YARD SETBACK (BY-LAW 1108) EXTENT OF PROPOSED MR-6 OFFICIAL PLAN DESIGNATION: MIXED-USE MEDIUM DENSITY RESIDENTIAL 10.0m SIDE YARD SETBACK (BY-LAW 1108) EXTENT OF BALCONY ABOVE (TYP.) PROPERTY LINE PROPOSED RETAINING WALL EXTENT OF BUILDING ABOVE PROPOSED 12 STOREY APARTMENT BUILDING GROUND FLOOR AREA:1,156.4 sq.m. (12,447.8 sq.ft.) BUILDING FLOOR AREA(INCLD'S UNDERGROUND PARKING): 13,846.2 sq.m. (149,043.8 sq.ft.) LANDSCAPED AREA (5% SLOPE) RAMP DN. ADJACENT PROPERTY CURRENTLY ZONED: MR-25 OFFICIAL PLAN DESIGNATION: MIXED-USE HIGH DENSITY RESIDENTIAL EXIT PROPERTY LINE EXTENT OF UNDERGROUND PARKING LANDSCAPED AREA 10.0m SIDE YARD SETBACK (BY-LAW 1108) BELOW GRADE PARKING ENTRANCE EXTENT OF BUILDING ABOVE TRUCK TURNAROUND 7.5m MIN. REAR YARD SETBACK (BY-LAW 1108 & ) PROPOSED RETAINING WALL LANDSCAPED AREA GARAGE BELOW PROPERTY LINE ADJACENT PROPERTY CURRENTLY ZONED: MR-4 OFFICIAL PLAN DESIGNATION: MIXED-USE MEDIUM DENSITY RESIDENTIAL PROJECT NAME PROPOSED APARTMENT BUILDING DRAWING TITLE SCALE BUILDING PERMIT APPLICATION SHEET SIZE ISSUED FOR CONSTRUCTION 610x914 PROJECT NUMBER AS-BUILT DRAWINGS ISSUED FOR TENDER SITE PLAN APPLICATION CHRONOLOGY & 117 ERB STREET EAST WATERLOO, ON DRAWING NUMBER YYYY.MM.DD YYYY.MM.DD YYYY.MM.DD YYYY.MM.DD YYYY.MM.DD DATE a b a a r c h i t e c t s i n c Weber St. N Waterloo ON. TEL CLIENT ERB EAST DEVELOPMENTS INC. 1:150 SITE PLAN SPA.01

20 APPENDIX B Plan and Profile Erb Street East and Moore Ave

21 Legend Existing Water mains Existing Storm sewers Existing Sanitary sewers Existing Hydrants Subject property

22 APPENDIX C Existing Conditions Plan and Registered Flood Elevation

23 300 Hagey Blvd. Suite 100 Waterloo, ON, N2L 0A4 Tel Copyright Reserved The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing - any errors or omissions shall be reported to Stantec without delay. The Copyrights to all designs and drawings are the property of Stantec. Reproduction or use for any purpose other than that authorized by Stantec is forbidden. Notes 1. EXISTING TOPOGRAPHIC INFORMATION TAKEN FROM SURVEY COMPLETED BY STANTEC CONSULTING INC., DATED JANUARY 19, ELEVATIONS ARE REFERRED TO THE CANADIAN GEODETIC VERTICAL DATUM (CGVD 1928:1978) 3. SITE PLAN INFORMATION TAKEN FROM PLAN COMPLETED BY ABA ARCHITECTS INC., DATED APRIL V:\01614\active\ \design\drawing_06\civil\sheet_files\ _C-DP.dwg 2017/04/11 1:47 PM By: Robb, Brad ORIGINAL SHEET - ARCH D E R B S T R E E T 2 STOREY BRICK DWELLING STOREY BRICK DWELLING STOREY BRICK DWELLING Legend Revision By Appd. YY.MM.DD File Name: _C-DP.dwg Dwn. Chkd. Dsgn. YY.MM.DD Permit-Seal Client/Project Title ERB EAST DEVELOPMENTS PROPOSED APARTMENT BUILDING 115/117 ERB STREET EAST, WATERLOO EXISTING CONDITIONS PLAN AND REMOVALS PLAN Project No Drawing No. Scale Sheet Revision C-050 1of 2 0

24 APPENDIX D Domestic Demand and Fire Flow Calculations

25 115 & 117 Erb Street East, Waterloo Water Demand Calculation 11-Apr-17 Distribution Zone: Wat 4 Water Demand Calculation Based on Design Brief by ABA dated November 17, 2016 Residential Development Housing Units Population Estimated Average Day Max Day Peak Hour Usage rate 1 Min. Hour Density 3 Population Demand Demand Demand Demand ppu people L/c/d L/s L/s L/s L/s Apartment Total Notes: L/c/d for residential based on Tri-City Water Distribution Master Plan Report, Peaking factors from Table 3-1, MOE Design Guidelines for Drinking Water Systems, Residential population density development data taken from the Water and Wastewater Monitoring Report, 2016 Peaking Factors 2 Minimum Hour Max Day Peak Hour Stantec Consulting Ltd. V:\01614\active\ \design\report\FSR\Appendices\AppendixD-FireFlowCalculations\ _115&117Erb_DemandCalculations_ xlsx 4/11/2017 Water Demand

26 & 117 Erb Street East, Waterloo FUS - Fire Flow Demand Calculation Reference: Water Supply for Public Fire Protection Part II Guide for Determination of Required Fire Flow Fire Underwriters Survey, Initial Estimate of Required Fire Flow Formula: F = 220 * C * SQRT (A) F = the required fire flow in litres per minute C = coefficient related to the type of construction = 1.5 for wood frame construction (structure essentially all combustible) = 1.0 for ordinary construction (brick or other masonry walls, combustible floor and interior) = 0.8 for non-combustible construction (unprotected metal structural components, masonry or metal walls) = 0.6 for fire resistive construction (fully protected frame, floor, roof) A = the total floor area in square metres (incl all storeys but not basements at least 50% below grade) * for fire resistive buildings, consider the two (2) largest adjoining floors plus 50% of each of any floors immediately above them up to eight (8), when the vertical openings are inadequately protected. If the vertical openings and exterior vertical communications are properly protected (one hour rating), consider only the area of the largest floor plus 25% of each of the two (2) immediately adjoining floors. Fire flow shall not exceed 30,000 L/min unless it is a one storey building which must not exceed 25,000 L/min or be less than 2,000 L/min Calculations for fire flow F: No. Storeys A = 2,067 m 2 Foot print area = m 2 12 (assuming properly protected vertical C = 0.8 Non-combustible construction openings and exterior vertical) F = 8,001 L/min = 133 L/s F = 8,000 L/min = 133 L/s (rounded to the nearest 1,000 L/min.) 2. Charge to Required Fire Flow Based on Contents of Building (Occupancy) -25 % = reduction due to non-combustible contents -15 % = reduction due to limited combustible contents 0 % = no charge due to combustible contents 15 % = surcharge due to free burning contents 25 % = surcharge due to rapid burning contents * Fire flow determined cannot be less than 2,000 L/min Calculation of Occupancy Surcharge or Reduction (OSR) OSR = -15 % (the contents of this building are considered limited combustible contents, see pages 18 & 21 FUS, 99) Calculations of revised fire flow F: F = 6,800 L/min = 113 L/s 3. Charge to Required Fire Flow Based on Presence of Automatic Sprinkler Protection 0 % = no reduction due to absence of automatic sprinkler system -25 % = reduction without proper system supervision including water flow and control valve alarm service -50 % = reduction with proper system supervision including water flow and control valve alarm service Calculation of Fire Flow Reduction Due to Presence of Automatic Sprinkler (AS) AS = -25 % (Assumed a sprinkler system present) Reduction in Fire Flow (RF): RF = -1,700 L/min = -28 L/s Stantec Consulting Ltd. V:\01614\active\ \design\report\FSR\Appendices\AppendixD-FireFlowCalculations\ _115&117Erb_FireFlowCalculations_ xlsx 1 of 2

27 4. Charge to Required Fire Flow Based on Proximity to Other Buildings The charge for any one side generally should not exceed the following limits for the separations shown Separation Charge Building Separation 0 to 3 25 % Wall Distance 3.1 to % Left to % Right to % Front to 45 5 % Back 6.0 Normally any unpierced party wall/firewall considered to form a boundary when determining floor areas may warrant up to a 10 % exposure charge. Calculation of Fire Flow Increase Due to Proximity to Other Buildings (PB) PB = PL+PR+PF+PRR where, PL = proximity charge for left side of building = 20 % PR = proximity charge for right side of building = 10 % PF = proximity charge for front of building = 10 % PRR = proximity charge for rear of building = 20 % PB = 60 % PB = 60 % The total percentage shall be the sum of the percentage of all sides, but shall not exceed 75%. Increase in Fire Flow (IF): IF = 4,080 L/min = 68 L/s 5. Final Fire Flow (F) Required F = F (From Section 2.0) - RF (From Section 3) + IF (From Section 4) = 6,800 L/min - 1,700 L/min + 4,080 L/min = 9,180 L/min = 153 L/s = 9,000 L/min = 150 L/s (rounded to the nearest 1,000 L/min.) = 2,378 Gal /min Dia. 200 dia. velocity 4.77 m/s 6. Additional Check List Based of Water Demand Calculations (Appendix B) 0.43 L/s Demand 0.86 L/s Max Day Demand 1.30 L/s Peak Hour Demand L/s Peak Hour Demand + Fire Flow Dia. 200 dia. velocity 4.80 m/s NOTES: Stantec Consulting Ltd. V:\01614\active\ \design\report\FSR\Appendices\AppendixD-FireFlowCalculations\ _115&117Erb_FireFlowCalculations_ xlsx 2 of 2

28 APPENDIX E Sanitary Flow Calculations and Downstream Analysis

29 Site Plan 115 & 117 Erb Street East SANITARY SEWER DESIGN SHEET DESIGN PARAMETERS AVERAGE DAILY FLOW RESIDENTIAL: L/s/person PER PERSON = 350 l/p/day COMMERCIAL: L/s/Ha MINIMUM VELOCITY = m/s INDUSTRIAL: L/s/Ha DATE: April 11, 2017 n = INSTITUTIONAL: L/s/Ha DESIGNED BY: JC FILE NUMBERS: MAX PEAK FAC.= INFILTRATION: L/s/Ha CHECKED BY: CC MIN PEAK FAC.= RESIDENTIAL HARMON PEAKING FACTOR LOCATION RESIDENTIAL AREA AND POPULATION COMM INDUST INSTIT C+I+I INFILTRATION TOTAL PIPE STREET FROM TO AREA Units POP. POP. CUMULATIVE PEAK PEAK AREA AREA ACCU. AREA AREA ACCU. AREA AREA ACCU. PEAK TOTAL ACCU. INFILT. FLOW DIST DIA SLOPE CAP. M.H. M.H. DENSITY AREA POP. FACT. FLOW ID AREA ID AREA ID AREA FLOW AREA AREA FLOW (FULL) (FULL) (ACT.) (ha) (units) (ppu) (ha) (L/s) (ha) (ha) (ha) (ha) (ha) (ha) (L/s) (ha) (ha) (L/s) (L/s) (m) (mm) (%) (L/s) (m/s) (m/s) VEL. A B sq ft ha Residential Sq ft to Ha E-06 Residential Units PPU POP number of beds 115 References: Region of Waterloo Water and Wastewater Monitoring Report (2016) PPU Apparment 1.77 Page 1 of 1

30 Table E.2 - Summary of Downstream Sanitary Capacity Erb Street East Capacity Conditions - Peak Flow Results 1 From MH To MH From Street To Street Pipe ID Length (m) Slope (m/m) Accum. Populatiom DWFavg Flow (L/s) I/I Flow (L/s) Total Peak Flow (L/s) Diameter (mm) Velocity (m/s) Flow/Capa city Pipe Capacity (L/s) Excess Capacity (L/s) Proposed Site Conditions Proposed Site Flow (L/s) L30-14 L30-13 Erb St. East Moore Ave % L30-13A L30-13 Moore Ave Moore Ave % L30-13 L30-12A Moore Ave Moore Ave % L30-12A L30-12 Moore Ave Laurel St % L30-12B L30-12 Laurel St. Laurel St % L30-12 L30-11 Laurel St. Laurel St % L30-17 L30-16 Moore Ave Moore Ave % L30-16 L30-15 Moore Ave Moore Ave % L30-15 L30-11 Moore Ave Laurel St % L30-11 L30-3 Laurel St. ridgeport Rd Ea % Residual Capacity (L/s) Erb Street East Capacity Conditions - Peak Flow Results 1 From MH To MH From Street To Street Pipe ID Length (m) Slope (m/m) Accum. Populatiom DWFavg Flow (L/s) I/I Flow (L/s) Total Peak Flow (L/s) Diameter (mm) Velocity (m/s) Flow/Capa city Pipe Capacity (L/s) Excess Capacity (L/s) Proposed Site Flow (L/s) L30-14 L30-13 Erb St. East Moore Ave % L30-13A L30-13 Moore Ave Moore Ave % L30-13 L30-12A Moore Ave Moore Ave % L30-12A L30-12 Moore Ave Laurel St % L30-12B L30-12 Laurel St. Laurel St % L30-12 L30-11 Laurel St. Laurel St % L30-17 L30-16 Moore Ave Moore Ave % L30-16 L30-15 Moore Ave Moore Ave % L30-15 L30-11 Moore Ave Laurel St % L30-11 L30-3 Laurel St. ridgeport Rd Ea % Note: 1 Waterloo Core Area Infrastructure Assessment (2011) - Appendix B Modelling Results - Future Scenarios Proposed Site Conditions Residual Capacity (L/s) Stantec Consulting Ltd. 4/11/2017 V:\01614\active\ \design\report\FSR\Appendices\AppendixE-SanitaryFlowCalculations\WaterlooCoreAreaInfrastructure_San_2016Conditions_ xlsx

31 APPENDIX F Stormceptor Calculations

32 Brief Stormceptor Sizing Report & 117 Erb St. E Project Information & Location Project Name 115 & 117 Erb St. E Project Number City Waterloo State/ Province Ontario Country Canada Date 3/24/2017 Designer Information EOR Information (optional) Name Julie Carpentier Name Company Stantec Company Phone # Phone # julie.carpentier@stantec.com Stormwater Treatment Recommendation The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table. Site Name 115 & 117 Erb St. E Target TSS Removal (%) 70 TSS Removal (%) Provided 84 Recommended Stormceptor Model STC 300 The recommended Stormceptor Model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution. Stormceptor Sizing Summary Stormceptor Model % TSS Removal Provided STC STC STC STC STC STC STC STC STC STC STC STC StormceptorMAX Custom Stormceptor Brief Sizing Report Page 1 of 2

33 Sizing Details Drainage Area Total Area (ha) Imperviousness % 54.0 Rainfall Station Name WATERLOO WELLINGTON A State/Province Ontario Station ID # 9387 Years of Records 34 Latitude 43 27'N Longitude 80 23'W Water Quality Objective TSS Removal (%) 70.0 Runoff Volume Capture (%) Oil Spill Capture Volume (L) Peak Conveyed Flow Rate (L/s) Water Quality Flow Rate (L/s) Up Stream Storage Storage (ha-m) Discharge (cms) Up Stream Flow Diversion Particle Diameter (microns) Particle Size Distribution (PSD) The selected PSD defines TSS removal Fine Distribution Distribution % Notes Max. Flow to Stormceptor (cms) Specific Gravity Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules. Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed. For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance. For Stormceptor Specifications and Drawings Please Visit: Stormceptor Brief Sizing Report Page 2 of 2

34 Detailed Stormceptor Sizing Report 115 & 117 Erb St. E Project Information & Location Project Name 115 & 117 Erb St. E Project Number City Waterloo State/ Province Ontario Country Canada Date 3/24/2017 Designer Information EOR Information (optional) Name Julie Carpentier Name Company Stantec Company Phone # Phone # julie.carpentier@stantec.com Stormwater Treatment Recommendation The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table. Site Name 115 & 117 Erb St. E Recommended Stormceptor Model STC 300 Target TSS Removal (%) 70.0 TSS Removal (%) Provided 84 PSD Rainfall Station Fine Distribution WATERLOO WELLINGTON A The recommended Stormceptor model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution. Stormceptor Sizing Summary Stormceptor Model % TSS Removal Provided STC STC STC STC STC STC STC STC STC STC STC STC StormceptorMAX Custom Stormceptor Detailed Sizing Report Page 1 of 7

35 Stormceptor The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor s patented design generates positive TSS removal for each rainfall event, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load. Design Methodology Stormceptor is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology using local historical rainfall data and specified site parameters. With US EPA SWMM s precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. The Stormceptor s unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing: Site parameters Continuous historical rainfall data, including duration, distribution, peaks & inter-event dry periods Particle size distribution, and associated settling velocities (Stokes Law, corrected for drag) TSS load Detention time of the system Hydrology Analysis PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of Stormceptor are based on the average annual removal of TSS for the selected site parameters. The Stormceptor is engineered to capture sediment particles by treating the required average annual runoff volume, ensuring positive removal efficiency is maintained during each rainfall event, and preventing negative removal efficiency (scour). Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section. Rainfall Station State/Province Ontario Total Number of Rainfall Events 3521 Rainfall Station Name WATERLOO WELLINGTON A Total Rainfall (mm) Station ID # 9387 Average Annual Rainfall (mm) Coordinates 43 27'N, 80 23'W Total Evaporation (mm) Elevation (ft) 1028 Total Infiltration (mm) Years of Rainfall Data 34 Total Rainfall that is Runoff (mm) Notes Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules. Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed. For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance. Stormceptor Detailed Sizing Report Page 2 of 7