MINTO COMMUNITIES INC.

Transcription

1 MINTO COMMUNITIES INC. STORM WATER MANAGEMENT, STORM SEWER, SANITARY SEWER AND WATERMAIN DESIGN BRIEF EAST URBAN COMMUNITY (Neighbourhood 2) 352 AQUAVIEW DRIVE CITY OF OTTAWA AUGUST 212 (Revision )

2 STORM WATER MANAGEMENT, STORM SEWER, SANITARY SEWER AND WATERMAIN DESIGN BRIEF EAST URBAN COMMUNITY (Neighbourhood 2) 352 AQUAVIEW DRIVE CITY OF OTTAWA MINTO DEVELOPMENTS INC. PREPARED BY: ATREL ENGINEERING LTD PROJECT NO AUGUST 212

3 EAST URBAN COMMUNITY 352 AQUAVIEW DRIVE STORM WATER MANAGEMENT, STORM SEWER, SANITARY SEWER AND WATERMAIN DESIGN BRIEF 1. BACKGROUND TABLE OF CONTENT 1.1 General Services Storm Sewer Design Constraints...1 a) Minor System...2 b) Major System...2 c) Street and Rear Yard Emergency Overflow...2 d) Water Quality...2 e) Geotechnical Constraints Sanitary sewer AVALON - Aquaview Site Eastern Storm Trunk Tributary Areas Theoretical Flows Storm Water Management and Storm Sewers Storage Analysis Best Management Practices Sanitary Sewer Tributary Area Characteristics Theoretical Flows Analysis WATERMAIN Boundary Conditions...7

4 3.2 Assessment of the Water Distribution System General Approach CONCLUSION...8

5 EAST URBAN COMMUNITY 352 AQUAVIEW DRIVE STORM WATER MANAGEMENT, STORM SEWER, SANITARY SEWER AND WATERMAIN DESIGN BRIEF Appendix "A" Location Map APPENDICES Appendix "B" Table 1: Storm Sewer Design Sheet (5 year storm) Table 2: Storm Sewer Design Sheet (7 L/s/ha with flow restrictors) Table 3: Temporary Flow Restrictors Chart E4-12D of the MTO Drainage Manual Appendix "C" Table 4: Ponding Table Appendix "D" Table 5: Sanitary Sewer Design Sheet Table 6: Temporary Flow Restrictors Appendix "E" Watermain Analysis Boundary Conditions as Supplied by the City Watermain Layout Drawing 1212-WA1 Table 11 Node Table Table 12 Pipe Table Table 13 Reservoir Table Table 14 Average Day and Peak hour Demand Table Table 15 Maximum Day Plus Fire Flow Table Fire Underwriters Survey Fire Flow Calculations: Table 16 BLK1 to BLK6 Table 17 BLK7 to BLK12 Appendix "F" Servicing Checklist

6 EAST URBAN COMMUNITY 352 AQUAVIEW DRIVE STORM WATER MANAGEMENT, STORM SEWER, SANITARY SEWER AND WATERMAIN DESIGN BRIEF APPENDICES (CONT) Appendix "G" Roll of Plans Title page 1212-ESC1 Erosion and Sediment Control Plan 1212-S1 General Plan of Services (Overall) 1212-P1 Plan and Profile (Street No. 1) 1212-P2 Plan and Profile (Street No. 2) 1212-GR1 Grading Plan 1212-PA1 Ponding Area Plan 1212-SAN1 Sanitary Drainage Area Plan 1212-STM1 Storm Drainage Area Plan 1212-SL1 Site Lighting Plan 1212-U1 Utility Plan (Not Included) 1212-TD1 Typical Details and Tables

7 Stormwater Management, storm & sanitary sewer, watermain Avalon- Neighbourhood Aquaview Drive DESIGN BRIEF Project No August, BACKGROUND 1.1 General The proposed development site (known as Avalon Aquaview Site Plan") consists of approximately 2.56 ha and is situated on the north-east quadrant of the Tenth line Road and Blackburn Hamlet By-Pass intersection (see sketch 1 - Appendix A ). The proposed subdivision contains 24 Gallery Suites. The Aquaview site is expected to be under construction upon approval of this report and plans by the relevant agencies. 1.2 Services The site owned by Minto Communities Inc., will be serviced by a 4mm diameter watermain, a 12mm diameter main storm sewer and a 375mm diameter sanitary sewer on Aquaview Drive south of Lakepointe Street. It is proposed to connect directly on these services as they have been designed accordingly. The storm and sanitary sewer design of the Aquaview site were done in conjunction with Atrel Engineering Limited s report entitled Design Brief (Stage 1, Sewer Outlets and Master Plans) - revision Storm Sewer Atrel s report entitled Design Brief (Stage 1, Sewer Outlets and Master Plans) - revision 2 referred to Cumming Cockburn Limited s (CCL) report entitled SWM plan Neighbourhood 2 - Upper Bilberry Creek Watershed - East Urban Community Expansion Area - December 1999". The latter report recommends that the outlet of the Aquaview site be included in the South Area Basin. The Aquaview site is included within the ha area of neighbourhood 2, which is to be controlled by an end-of-pipe Storm Water Management (SWM) facility. This approved facility will control both the quantity and quality of stormwater from the Aquaview site, which is part of the Neighbourhood 2 development. The attenuated flow will then discharge via a 12mm diameter sewer on Tenth Line, which will be connected into a sewer tributary to the Bilberry Creek Watershed Design Constraints Based on CCL s report, the main storm drainage design constraints can be summarized as follows: Atrel Engineering Ltd Page 1

8 Stormwater Management, storm & sanitary sewer, watermain Avalon- Neighbourhood Aquaview Drive Project No August, 212 a) Minor System 1) Storm sewers will be designed using the Rational formula for the 5 year storm event and an inlet time of 1 minutes for roads and 15 minutes plus travel time for rear yard. 2) Inflow rate into the minor system should be limited to 7 l/s/ha. All residential inlets will be equipped with flow restrictors. The term inlet means a single catchbasin or a group of interconnected catchbasins connected by a single lead into the minor system. 3) Catchbasin densities and capacities for commercial development should be assessed on a site specific basis to limit the inflow into the minor system to a maximum of 7 l/s/ha. 4) Maximum permitted hydraulic grade line elevation is to be.3m below the underside of basement floor slab. b) Major System 1) Grading design is to be based on split lot drainage. 2) The minimum on site storage is to be 15m 3 /ha. A minimum of 3 m 3 /ha of emergency storage must also be provided. On site storage can be replaced with additional park storage where design constraints dictate. c) Street and Rear Yard Emergency Overflow 1) On street routing to emergency storage area must be provided and illustrated on the grade control plan. This routing must incorporate a maximum.3m grade difference between any high points and the adjacent upstream low point. An overall positive slope of.1% will be required across consecutive high points for routing purposes. 2) A ponding area plan that includes an identification number, the area, the depth, the volume and an elevation will be required. d) Water Quality The Best Management Practices should be implemented within the subdivision design and during construction. e) Geotechnical Constraints The geotechnical investigation conducted for Neighbourhood 2 indicates that the low lying lands located South of Innes Road are prone to an excessive soil consolidation, and can only be developed with grade raise restriction or by using non-standard techniques, such as structural slabs. Atrel Engineering Ltd Page 2

9 Stormwater Management, storm & sanitary sewer, watermain Avalon- Neighbourhood Aquaview Drive Project No August, Sanitary Sewer The sanitary outlets accordingly to the sanitary master plan of our report entitled Design Brief (Stage 1, Sewer Outlets and Master Plans) - revision 2 prepared in conjunction with Stantec Consulting Limited s report entitled City of Cumberland-Servicing and Phasing Report - East Urban Community shall drain towards Esprit Drive and the Ontario Hydro land via the existing 9mm diameter trunk sanitary sewer, which was designed accordingly. 2. AVALON - Aquaview Site 2.1 Storm Trunk The Avalon Aquaview site is the final residential construction phase of the Neighbourhood 2 development. The proposed storm sewers for this Site Plan have been designed according to CCL s report. The minor drainage system refers to the storm sewer, catchbasin, swales and ditches and is usually designed to carry the so-called 1 in 5 year storm event. A storm sewer computation form for the 1 in 5 year storm event (see Appendix B ). The major drainage system consists of the roads and rear yard swales and should accommodate runoff of the storm events above the 1 in 5 year such as the 1 in 1 year storm event. Cumming Cockburn Limited SWM s report specifies that the inflow rate into the minor system should be limited to 7 l/sec/ha. Flow restrictors will be inserted in specific road and rearyard catchbasins in order to prevent uncontrolled surcharge of the system during the 1 in 1 year event. A design sheet for the 7 l/sec/ha inflow rate is included in Appendix B to show the effect of the flow restrictors on the hydraulic grade line. CCL s report has established that the minimum on site storage is to be 15m 3 /ha. This storage can be achieved by storing water on the roads using the Sawtoothing method. Any excess water will use the major overland route towards specified water storage areas. For the Aquaview site the area consists of the SWM facility located east of the Lakepointe and Aquaview intersection. As a safety feature, an additional 3m 3 /ha of emergency storage must also be provided within these overland water storage areas Tributary Area The storm drainage area is divided in several sub-basin areas in order to assess the flow to each pipe (see plan 1212-STM1). A runoff coefficient was calculated for each area using.2 for grass and.9 for asphalt and roofs. Atrel Engineering Ltd Page 3

10 Stormwater Management, storm & sanitary sewer, watermain Avalon- Neighbourhood Aquaview Drive Project No August, Theoretical Flows The storm flows are calculated using the Intensity Duration Frequency (IDF) curve from the City of Ottawa. The five (5) year curve and a restricted flow of 7 l/sec/ha are used in this report Storm Water Management and Storm Sewers The inlet flow at specific catchbasins will be controlled in order to respect the SWM plan of Neighbourhood 2. The 1 year storm event and the minimum on site storage of 15 m 3 /ha plus 3 m 3 /ha emergency storage have also been verified and can be found in Appendix B. Due to the topography, the best location to achieve our storage goal referring to the enclosed plans will be the roads, parking and the SWM facility (see plan No STM1). Every linked rear yard catchbasins will have one flow restrictor located at the downstream catchbasin. Some road catchbasins will also be linked using one flow restrictor. The overland route will be via the roads, rear yards and park towards the SWM facility. As intended, the SWM facility will control both the quantity and quality of stormwater from the site. The attenuated flow will then discharge via a 12mm diameter sewer on Tenth line, which is connected into a sewer tributary to the Bilberry Creek Watershed. The 5 year storm sewer computation forms were prepared to show that the storm sewers for the proposed subdivision have enough capacity to sustain the flow using the rational method. However, since it is intended to restrict the flow to 7 l/sec/ha, using flow restrictors, the restricted storm design sheets were also prepared. The design sheet for the 7 L/sec/ha inflow rate shows the effect of the flow restrictors on the hydraulic grade line. The hydraulic grade line for the 7 L/s/ha inflow rate is shown on the plan and profiles drawings. Chart E4-12D of the MTO Drainage Manual (Appendix B ) is being used to calculate the sewer bend loss. A factor of.39 and 1.32 is being used for a 45º bend and 9º bend respectively. A flow restrictor table can be found on plan 1212-TD1. The hydraulic grade line for the 5 yr and 7 L/s/ha inflow rate are shown everywhere to be at least.3m below the underside of basement floor. The storm design sheets for both of these scenarios can be found in Appendix B. The 7 l/sec/ha outflow will be achieved using flow restrictors as shown in the table below. Rear yard and road flow restrictors will be sized to allow outflow depending on the drainage area and the head. Atrel Engineering Ltd Page 4

11 Stormwater Management, storm & sanitary sewer, watermain Avalon- Neighbourhood Aquaview Drive Project No August, 212 Location FLOW REGULATOR CHARACTERISTICS CB Number Outlet Pipe size (mm) Head Flow Flow restrictor required (mm x mm) (m) (l/s) Rear yard x 73 Road x 73 Rear yard x 84 Road x 73 Road x 73 Road x 73 Rear yard x 84 Road x 73 Road x 73 Road x 73 Road x 84 Flow restrictors will be inserted in specific road and rear yard catch basins in order to prevent uncontrolled surcharge of the minor system for storm events above the 1 in 5 year. Site Summary Table Site Drainage Area Tributary to the 6mm Outlet Pipe Allowable Release Rate to the 6mm Outlet Pipe Actual Release Rate to the 6 mm Outlet Pipe. Actual average Release Rate per Hectare 2.56 ha L/s L/s 7.4 L/s/ha Storage Analysis The ponding table in Appendix C shows that a total road ponding volume of m3 is available on site. Based on CCL s report, 15 m3/ha are necessary as on-site storage plus 3 m3/ha of emergency storage in the SWM pond. The required storage for this site of 2.56 ha would require a volume of 384 m3 for on-site storage and 46.8 m3 including the emergency storage. The site at 487 m3 can therefore store the 1:1 year storm without the requirement of overland flow. In case of a larger storm event, the site has been designed with the usual overland route. Atrel Engineering Ltd Page 5

12 Stormwater Management, storm & sanitary sewer, watermain Avalon- Neighbourhood Aquaview Drive Project No August, Best Management Practices To minimize the impact of the development to the watercourse, it is suggested to implement various mitigating measures mainly to reduce the suspended solids as follows: i) Plan No 1212-ESC1 entitled erosion and sediment control plan is included in the set of plans and shall be implemented during the construction. ii) iii) A sump of at least 6mm will be provided in all concrete catchbasins in order to minimize the amount of suspended solids from entering the sewer system. Catchbasins will be controlled by flow restrictors, which will reduce the runoff rate. iv) Subdrains (15mm diameter) with filter cloth will be installed for a distance of 3.m each side of the rear yard catchbasins, where a subdrain is not already required, as shown on plan 1212-TD1. During small runoff events, the water will seep through the ground and the subdrain prior to reaching the catchbasins. v) Generally the swales are between 1.5 to 2.% grade, which is the minimum grades as required by the City of Ottawa. A subdrain will be installed where a swale of less than 1.5% slope is proposed as shown on the plans. These grassed swales will slow down the runoff and provide an opportunity for infiltration. vi) During construction, filter cloth will be placed under all catchbasin and manhole frame and covers, siltation curtains and straw bales will be placed wherever water runoff can carry excessive sediments into the sewer system. 2.2 Sanitary Sewer Tributary Area Characteristics The sanitary drainage area is divided into several sub-basin areas, in order to assess the flow to the sewer. (See plan No SAN1) Theoretical Flows The flow was calculated using the Harmon Formula and a population of 2.1 persons per units for Gallery Suits. A design sheet can be found in Appendix 'D' of this report Analysis The sanitary sewer design sheet indicates that 2mm diameter pipes will provide adequate capacity and depth to service all internal units within the Aquaview site. 3. WATERMAIN Atrel Engineering Ltd Page 6

13 Stormwater Management, storm & sanitary sewer, watermain Avalon- Neighbourhood Aquaview Drive Project No August, Boundary conditions For the purpose of this analysis, two reservoir connection points were provided by the city and added to our watermain network. (see drawing 1212-WA1 in Appendix E ) 3.2 Assessment of the water distribution system The proposed watermain system was studied under average day and peak hour conditions. Fire flows were also simulated at various nodes at the maximum day demand using a fire flow of 125 l/s. All the calculations were done with the aid of the H 2 ONET v5. program and the results are attached in Appendix E for various boundary conditions and consumption rates and fire flows. The node, pipe and reservoir tables included in Appendix E contain all the information used as input for our analysis of the proposed watermain system. With the system in optimal working condition, a minimum pressure of 14 kpa was observed at every node as shown in the result tables of Appendix C. 3.3 General approach In order to perform the analysis of the proposed system, the probable water consumption rate is required for various type of development. A ratio of 2.1 pers/unit, has been used to calculate the population of the proposed site (see drawing 1212-WA1 in Appendix E ). The following table summarizes the consumption rates used in the design of the watermain. Type of Development Residential (Terraces) Average Daily Demand Maximum Daily Peak Hour 35 l/c.d 2.5 x Average day 5.5 x Average day For acceptable results, MOE recommend that the pressure during average day and peak hour demand should range between 275 kpa and 7 kpa. However, the proposed buildings are built as four (4) storey buildings which is essentially four (4) storeys above ground. The result of the required pressure should be in the range of 6.82 kpa more than the minimum pressure of 275 kpa 6.2m (difference from a 2 storeys and a 4 storeys) x 9.81 kpa/m. The total should then be kpa and table 4 shows that a pressure of at least kpa is available during peak hour. Atrel Engineering Ltd Page 7

14 Stormwater Management, storm & sanitary sewer, watermain Avalon- Neighbourhood Aquaview Drive Project No August, CONCLUSION The main objective of the Neighbourhood 2 storm water management can be met for the Aquaview site. In summary, both gravity pipes can be accommodated throughout the Aquaview development and the watermain will have the appropriate pressure and volume for consumption and fire fighting purposes. Respectfully submitted by: ATREL ENGINEERING LTD Jean Décoeur, P.Eng. President Atrel Engineering Ltd Page 8

15 APPENDI "A" Location Map

16

17 APPENDI "B" Table 1: Storm Sewer Design Sheet (5 year storm) Table 2: Storm Sewer Design Sheet (7 L/s/ha with flow restrictors) Table 3: Temporary Flow Restrictors Chart E4-12D of the MTO Drainage Manual

18 STORM SEWER COMPUTATION FORM PROJECT: Aquaview site STORM FREQUENCY : 5 YEAR Table 1 CLIENT: Minto Communities Inc RATIONAL METHOD Q= 2.78 AIR DESIGNED BY: JPP PROJECT #: 1212 PVC/CONC N=.13 CHECKED BY: JMD BY: ATREL ENGINEERING LTD CSP N= DATE: August, 212 CORR N= MH x (DOWN) x (DOWN) RATIONAL 5 YEAR UpStream Down LOCATION AREA (ha.) METHOD TIME RAINF. ACTUAL PIPE SEWER DATA UpStream Forced Inv to DwStream HGL FRICT. MINOR Hgl at Hgl Out MH PIPE SURG RUNOFF COEFFICIENT INDIV. ACCUM. CONC. INTENS. FLOW PIPE TYPE Roug DIA. SLOPE LENGTH CAP. Remaining VEL. TIME OF Obv. Inv. drop Inv Obv. Inv. SLOPE LOSS LOSS UP-MH UP-MH Hgl U/S AT FROM TO 2.78AR 2.78AR FLOW Coef (NM) (ACT) (%) (M) (L/S) Capacity (M/S) FLOW (M) (M) (M) (M) (M) (M) (%) (M) (M) (M) (M) (M) UP MH (Up) (Down) (MIN) (MM/HR) (L/S) (L/S) "n" (mm) (%) (MIN) (M) CBMH 21 MH PVC % x CB 22 MH PVC % x CBMH 23 MH PVC % x MH 11 MH CONC % x CB 24 MH PVC % x MH 12 MH CONC % x CB 25 MH PVC % x CB 26 MH PVC % x MH 13 MH CONC % x CBMH 27 MH PVC % x CB 28 MH PVC % x CB 29 MH PVC % x CB 21 MH PVC % x CB 211 MH PVC % x MH 14 MH CONC % x MH 16 MH Ex CONC % x MH Ex.226 MH Ex CONC % x Restricted Sewers Free Flow Sewers Existing Sewer

19 STORM SEWER COMPUTATION FORM PROJECT: Aquaview site RESTRICTED FLOW : 7 L/S/Ha. Table 2 CLIENT: Minto Communities Inc RATIONAL METHOD Q= 2.78 AIR DESIGNED BY: JPP PROJECT #: 1212 PVC/CONC N=.13 CHECKED BY: JMD BY: ATREL ENGINEERING LTD CSP N= DATE: August, 212 CORR N= MH (DOWN) x (DOWN) Above ground UpStream Down LOCATION AREA (ha.) (2) Cum ACTUAL PIPE SEWER DATA UpStream Forced Inv to DwStream HGL FRICT. MINOR HGL Hgl at Hgl Out MH PIPE SURG RUNOFF COEFFICIENT Indiv Cumul FLOW Local Qty Restricted Restricted PIPE TYPE Roug DIA. SLOPE LENGTH CAP. Remaining VEL. TIME OF Obv. Inv. drop Inv Obv. Inv. SLOPE LOSS LOSS (Ext) UP-MH UP-MH Hgl U/S AT FROM TO F.R. Flow Flow FLOW Coef (NM) (ACT) (%) (M) (L/S) Capacity (M/S) FLOW (M) (M) (M) (M) (M) (M) (%) (M) (M) (M) (M) (M) (M) UP MH (Up) (Down) L/s/ha L/s/ha (L/S) (L/S) (L/S) (L/S) (L/S) "n" (mm) (%) (MIN) (M) CBMH 21 MH PVC % x CB 22 MH PVC % x CBMH 23 MH PVC % x MH 11 MH CONC % x CB 24 MH PVC % x MH 12 MH CONC % x CB 25 MH PVC % x CB 26 MH PVC % x MH 13 MH CONC % x CBMH 27 MH PVC % x CB 28 MH PVC % x CB 29 MH PVC % x CB 21 MH PVC % x CB 211 MH PVC % x MH 14 MH CONC % x MH 16 MH Ex CONC % x MH Ex.226 MH Ex CONC % x Restricted Sewers Area Allowable Actual L/s/ha Free Flow Sewers Existing Sewer

20 TEMPORARY FLOW RESTRICTOR FOR E. STM MH226 ORIFICE SIZING FORMULA Table 3 Q CA 2gh WHERE: Q= Discharge (m 3 /s).1792 m 3 C= Coefficient of Discharge.61 A= Area of Flow (m 2 ) unknown m 2 g= Gravity (9.81 m/s 2 ) 9.81 m/s 2 h= Head (m) 3.41 m d= pipe diameter.6 m SOLVE FOR r (radius of pipe) r Q c 2gh Circle Orifice Diamond Orifice Circle Segment Triangular Orifice Radius =.17 m One side =.1895 m Radius =.3 m Height= 111 mm Diameter=.214 m = 19 mm θ-sinθ = Top= 647 mm Diameter= 214 mm Area=.3592 m Area=.3592 m2 Inches= 8.4 θ= rad Area=.3592 m2 depth = 111 mm Area=.3591 m2 1 USE A CIRCLE SEGMENT WITH A BOTTOM OPENING OF 111mm

21

22 APPENDI "C" Table 4: Ponding Table

23 PONDING AREA TABLE Table 4 Area Maximum Maximum Maximum Maximum Number Ponding Ponding Ponding Ponding Elevation Depth Volume Area (m) (m) (m³) (m²) PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA Total Road Volume 487.3m 3 Ponding volumes for the rear yards are not taken into account for storage capacity

24 APPENDI "D" Table 5: Sanitary Sewer Design Sheet Table 6: Temporary Flow Restrictors

25 SANITARY SEWER COMPUTATION FORM Table 5 PROJECT: Aquaview q= 35 l/cap.day DATE: August, 212 CLIENT: Minto Communities Inc. I=.28 l/ha.s DESIGNED BY: JPP PROJECT #: 1212 PVC/CONC N=.13 Gallery Suites= 2.1 person/unit CHECKED BY: JMD BY: ATREL ENGINEERING LTD OTHER N=.24 MH (DOWN) x Revision 1 LOCATION RESIDENTIAL PEAK PEAK SEWER DATA Up Stream Forced Inv to Down Stream INDIVIDUAL CUMULATIVE PEAKING FLOW ET.FLOW DES. TYPE DIA. SLOPE LENGTH CAP. Remaining VEL. Obv. Inv. drop Inv Obv. Inv. FROM TO AREA POP. AREA POP. FACTOR Q(p) Q(i) Q(d) PIPE (NM) (ACT) (%) (M) (L/S) Capacity (M/S) (M) (M) (M) (M) (M) (M) (Up) (Down) (ha.) (ha.) M (L/S) (L/S) (L/S) (mm) (MM) (%) MH 2 MH PVC % x MH 3 MH PVC % x MH 4 MH PVC % x MH 5 MH PVC % x MH 6 MH Ex PVC % x

26 TEMPORARY FLOW RESTRICTOR FOR E. SAN MH23 ORIFICE SIZING FORMULA Table 6 Q CA 2gh WHERE: Q= Discharge (m 3 /s).77 m 3 C= Coefficient of Discharge.61 A= Area of Flow (m 2 ) unknown m 2 g= Gravity (9.81 m/s 2 ) 9.81 m/s 2 h= Head (m) 2.9 m d= pipe diameter.2 m SOLVE FOR r (radius of pipe) r Q c 2gh Circle Orifice Diamond Orifice Circle Segment Triangular Orifice Radius =.23 m One side =.41 m Radius =.1 m Height= 111 mm Diameter=.46 m = 41 mm θ-sinθ = Top= 111 mm Diameter= 46 mm Area=.168 m Area=.168 m2 Inches= 1.8 θ= rad Area=.168 m2 depth = 2 mm Area=.168 m2 1 USE AN INVERTED TRIANGULAR RESTRICTOR HAVING A TOP OPENING OF 111mm AND A HEIGHT OF 111mm

27 APPENDI "E" Watermain analysis Boundary conditions as supplied by the City Watermain Layout Drawing WA1 Table 11 - Node Table Table 12- Pipe Table Table 13 - Reservoir table Table 14 - Average day and Peak hour demand table Table 15 - Maximum day plus fire flow table Fire Underwriters survey Fire flow calculations: Table 16 BLK1 TO BLK6 Table 17 BLK7 TO BLK12

28 Jean-Luc Rivard Subject: Attachments: FW: New Project-Need Watermain Boundary Conditions 352 Aquaview Dr February 212.pdf The following are boundary conditions, HGL, for hydraulic analysis at Locations 1 & 2 (see attached PDF for location). Max Day + FF = m assuming a fire flow of 125 L/s Location 1 Max Day + FF = m assuming a fire flow of 125 L/s Location 2 Minimum HGL during Peak Hour = 124. m Location 1 Minimum HGL during Peak Hour = 124. m Location 2 Max Pressure Check HGL = 13.7 m Location 1 Max Pressure Check HGL = 13.7 m Location 2 These are for current conditions and are based on computer model simulation. Disclaimer: The boundary condition information is based on current operation of the city water distribution system. The computer model simulation is based on the best information available at the time. The operation of the water distribution system can change on a regular basis, resulting in a variation in boundary conditions. The physical properties of watermains deteriorate over time, as such must be assumed in the absence of actual field test data. The variation in physical watermain properties can therefore alter the results of the computer model simulation. Fire Flow analysis is a reflection of available flow in the watermain; there may be additional restrictions that occur between the watermain and the hydrant that the model cannot take into account. Sincerely, John Sevigny, C.E.T. Project Manager - Infrastructure Approvals Development Review - Suburban Services Branch - East Unit Planning & Growth Management Dept. Infrastructure Services and Community Sustainability 11 Laurier Avenue West 4th floor Ottawa, ON K1P 1J1 tel.: (613) ext fax: (613) john.sevigny@ottawa.ca Mail Code: 1-14 From: Sevigny, John Sent: February 28, 212 1:28 PM To: Jean-Luc Rivard Subject: RE: New Project-Need Watermain Boundary Conditions Hi Jean Luc, The Water Resource Group are supposed to get back to me today or tomorrow at the latest with the boundary conditions. Sincerely, 1

29 A A A GF GF 35mm 46mm 23mm 152mm 12mm 12mm 152mm 12mm 23mm 23mm 23mm 23mm 23mm 152mm 35mm 23mm 152mm 152mm 152mm 152mm 23mm 152mm 23mm 23mm 152mm 152mm 35mm 23mm 12mm ESPRIT DR TENTH LINE RD BRIAN COBURN BLVD AQUAVIEW DR TRANSIT DAWNLIGHT ST SELENE WAY NORTHWIND ST LAKEPOINTE DR BONFIELD PRIV BRENTMORE PRIV $ Boundary Condition for 352 Aquaview Drive Location 1 LOcation 2

30

31 TABLE 11: NODE DATA PROJECT: 352 AQUAVIEW DRIVE DATE: August, 212 CLIENT: MINTO DEVELOPMENTS INC. DESIGNED BY: JLR PROJECT #: 1212 CHECKED BY: JMD BY: ATREL ENGINEERING LTD. Street C.L. NODE. NO. AVERAGE DAY DEMAND Elevation COORDINATE Y COORDINATE (l/s) (m) (m) (m) J J J J J J

32 TABLE 12: PIPE DATA PROJECT: 352 AQUAVIEW DRIVE DATE: August, 212 CLIENT: MINTO DEVELOPMENTS INC. DESIGNED BY: JLR PROJECT #: 1212 CHECKED BY: JMD BY: ATREL ENGINEERING LTD. AVERAGE DAY DEMAND PEAK HOUR DEMAND PIPE NO. FROM TO LENGTH INSIDE DIAMETER ROUGHNESS FLOW VELOCITY HEADLOSS HL/1 FLOW VELOCITY HEADLOSS HL/1 (m) (mm) (L/S) (m/s) (m) (m/km) (L/S) (m/s) (m) (m/km) P124 RES928 J P1242 J38 J P1244 J42 J P1246 J44 J P1248 J38 J P125 J4 J P1252 J48 J P1254 J46 RES

33 TABLE 13: RESERVOIR DATA PROJECT: 352 AQUAVIEW DRIVE DATE: August, 212 CLIENT: MINTO DEVELOPMENTS INC. DESIGNED BY: JLR PROJECT #: 1212 CHECKED BY: JMD BY: ATREL ENGINEERING LTD. HEAD RESERVOIR NO. COORDINATE Y COORDINATE AVERAGE DAY MAIMUM DAY PEAK HOUR LOCATION (m) (m) (m) (m) (m) (Road intersection) RES928 13, Aquaview Drive RES Aquaview Drive

34 TABLE 14: AVERAGE DAY AND PEAK HOUR DEMAND RESULTS PROJECT: 352 AQUAVIEW DRIVE DATE: August, 212 CLIENT: MINTO DEVELOPMENTS INC. DESIGNED BY: JLR PROJECT #: 1212 CHECKED BY: JMD BY: ATREL ENGINEERING LTD. Street C.L. AVERAGE DAY DEMAND PEAK HOUR DEMAND NODE NO. Elevation Demand HGL Pressure Demand HGL Pressure (m) (l/s) (m) (kpa) (l/s) (m) (kpa) J J J J J J

35 TABLE 15: MAIMUM DAY PLUS FIRE-FLOW RESULTS PROJECT: 352 AQUAVIEW DRIVE DATE: August, 212 CLIENT: MINTO DEVELOPMENTS INC. DESIGNED BY: JLR PROJECT #: 1212 CHECKED BY: JMD BY: ATREL ENGINEERING LTD. NODE Static Static Fire-Flow Residual Available Flow Available Flow Total Critical Critical Node 1 Adjusted Available Flow Critical Critical Node 2 Adjusted Design NO. Demand Pressure Demand Hydrant Pressure Demand NODE 1 Pressure Hydrant NODE 2 Pressure Available Flow Flow (L/s) (kpa) (L/s) (kpa) (L/s) (kpa) (L/s) ID (kpa) (L/s) (L/s) ID (kpa) (L/s) (L/s) J J J J J J J J J J J J J J J J J J

36 FIRE FLOW CALCULATIONS Table 16 CONSULTANT: ATREL ENGINEERING LTD CLIENT: Minto Communities Inc BY: JMD PROJECT NO: 1212 DATE: August, 212 PROJECT NAME: 352 Aquaview Drive C = Coefficient related to type of construction wood frame 1.5 ordinary construction 1. non-combustible construction.8 fire resistive construction (<2 hrs.).7 fire resistive construction (>2 hrs.).6 Interpolation 1. A = Area of structure considered (m²) Building No. BLK1 BLK2 BLK3 BLK4 BLK5 BLK6 Location No Combined gross floor area (1) F = The required flow in litres per minutes (L/min) = 22 C (A)^½ (2) Occupancy hazard reduction or surcharge (contents, L/min) non-combustible - 25% limited combustible - 15% combustible - % free burning + 15% rapid burning + 25% Required Flow (L/min) (3) Sprinkler protection reduction (entire building, % of (2), L/min) non-comb. - fire resistive construction with very low fire hazard (- 75%) other Reduction (L/min) (4) Exposure surcharge (% of 2, L/min) to 3. m 25 % North to 1. m 2 % 1.1 to 2. m 15 % East >45 >45 >45 < to 3. m 1 % 3.1 to 45. m 5 % South Maximum 75 % West >45 < Party wall (PW) - use 1, L/min Exposure surcharge total (5) Fire Flow = (2) - (3) + (4) (6) Round off fire flow (L/min) Fc to nearest 1, L/min if less than 1, L/min to nearest 2, L/min if greater than 1, L/min. (7) Actual Fire Flow Hyd No Ft, (L/min) Hyd flow From To ( 5 l/s) ( 366 l/s) ( 363 l/s) ( 496 l/s) ( 496 l/s) ( 343 l/s) Comment OK OK OK OK OK OK

37 FIRE FLOW CALCULATIONS Table 17 CONSULTANT: ATREL ENGINEERING LTD CLIENT: Minto Communities Inc BY: JMD PROJECT NO: 1212 DATE: August, 212 PROJECT NAME: 352 Aquaview Drive C = Coefficient related to type of construction wood frame 1.5 ordinary construction 1. non-combustible construction.8 fire resistive construction (<2 hrs.).7 fire resistive construction (>2 hrs.).6 Interpolation 1. A = Area of structure considered (m²) Building No. BLK7 BLK8 BLK9 BLK1 BLK11 BLK12 Location No Combined gross floor area (1) F = The required flow in litres per minutes (L/min) = 22 C (A)^½ (2) Occupancy hazard reduction or surcharge (contents, L/min) non-combustible - 25% limited combustible - 15% combustible - % free burning + 15% rapid burning + 25% Required Flow (L/min) (3) Sprinkler protection reduction (entire building, % of (2), L/min) non-comb. - fire resistive construction with very low fire hazard (- 75%) other Reduction (L/min) (4) Exposure surcharge (% of 2, L/min) to 3. m 25 % North >45 >45 >45 > to 1. m 2 % 1.1 to 2. m 15 % East to 3. m 1 % 3.1 to 45. m 5 % South Maximum 75 % West > Party wall (PW) - use 1, L/min Exposure surcharge total (5) Fire Flow = (2) - (3) + (4) (6) Round off fire flow (L/min) Fc to nearest 1, L/min if less than 1, L/min to nearest 2, L/min if greater than 1, L/min. (7) Actual Fire Flow Hyd No Ft, (L/min) Hyd flow From To ( 343 l/s) ( 38 l/s) ( 5 l/s) ( 5 l/s) ( 366 l/s) ( 363 l/s) Comment OK OK OK OK OK OK

38 APPENDI "F" Development Servicing Study Checklist

39 Development Servicing Study Checklist The following section describes the checklist of the required content of servicing studies. It is expected that the proponent will address each one of the following items for the study to be deemed complete and ready for review by City of Ottawa Infrastructure Approvals staff. The level of required detail in the Servicing Study will increase depending on the type of application. For example, for Official Plan amendments and re-zoning applications, the main issues will be to determine the capacity requirements for the proposed change in land use and confirm this against the existing capacity constraint, and to define the solutions, phasing of works and the financing of works to address the capacity constraint. For subdivisions and site plans, the above will be required with additional detailed information supporting the servicing within the development boundary. 4.1 General Content Section Comments Executive Summary (for larger reports only). Date and revision number of the report. Location map and plan showing municipal address, boundary, and layout of proposed development. Plan showing the site and location of all existing services. Development statistics, land use, density, adherence to Cumming Cockburn Limited s (CCL) report entitled SWM zoning and official plan, and reference to applicable plan Neighbourhood 2 - Upper Bilberry Creek Watershed - subwatershed and watershed plans that provide context to which individual developments must adhere. East Urban Community Expansion Area - December 1999" Summary of Pre-consultation Meetings with City and By Minto other approval agencies. Reference and confirm conformance to higher level studies and reports (Master Servicing Studies, Environmental Assessments, Community Design Plans), or in the case where it is not in conformance, the proponent must provide justification and develop a defendable design criteria. Statement of objectives and servicing criteria. Identification of existing and proposed infrastructure available in the immediate area. Identification of Environmentally Significant Areas, watercourses and Municipal Drains potentially impacted by the proposed development (Reference can be made to the Natural Heritage Studies, if available). Concept level master grading plan to confirm existing and proposed grades in the development. This is required to confirm the feasibility of proposed stormwater management and drainage, soil removal and fill constraints, and potential impacts to neighbouring properties. This is also required to confirm that the proposed grading will not impede existing major system flow paths. Identification of potential impacts of proposed piped services on private services (such as wells and septic fields on adjacent lands) and mitigation required to address potential impacts. Proposed phasing of the development, if applicable. Reference to geotechnical studies and recommendations concerning servicing. Cumming Cockburn Limited s (CCL) report entitled SWM plan Neighbourhood 2 - Upper Bilberry Creek Watershed - East Urban Community Expansion Area - December 1999" Atrel s report entitled Design Brief (Stage 1, Sewer Outlets and Master Plans) - revision 2 Atrel s Plans Cumming Cockburn Limited s (CCL) report entitled SWM plan Neighbourhood 2 - Upper Bilberry Creek Watershed - East Urban Community Expansion Area - December 1999" Paterson s letter report dated January 24,212

40 All preliminary and formal site plan submissions should Atrel s Plans have the following information: Metric scale North arrow (including construction North) Key plan Name and contact information of applicant and property owner Property limits including bearings and dimensions By OLS Existing and proposed structures and parking areas Easements, road widening and rights-of-way Adjacent street name 4.2 Development Servicing Report: Water Section Comments Confirm consistency with Master Servicing Study, if applicable. Availability of public infrastructure to service proposed development Identification of system constraints Identify boundary conditions Confirmation of adequate domestic supply and pressure Confirmation of adequate fire flow protection and confirmation that fire flow is calculated as per the Fire Underwriter s Survey. Output should show available fire flow at locations throughout the development. Provide a check of high pressures. If pressure is found to be high, an assessment is required to confirm the application of pressure reducing valves. Definition of phasing constraints. Hydraulic modeling is required to confirm servicing for all defined phases of the project including the ultimate design Address reliability requirements such as appropriate location of shut-off valves Check on the necessity of a pressure zone boundary modification. Reference to water supply analysis to show that major infrastructure is capable of delivering sufficient water for the proposed land use. This includes data that shows that the expected demands under average day, peak hour and fire flow conditions provide water within the required pressure range Description of the proposed water distribution network, including locations of proposed connections to the existing system, provisions for necessary looping, and appurtenances (valves, pressure reducing valves, valve chambers, and fire hydrants) including special metering provisions. Description of off-site required feedermains, booster pumping stations, and other water infrastructure that will be ultimately required to service proposed development, including financing, interim facilities, and timing of implementation. Confirmation that water demands are calculated based on the City of Ottawa Design Guidelines. Provision of a model schematic showing the boundary conditions locations, streets, parcels, and building locations for reference.

41 4.3 Development Servicing Report: Wastewater Summary of proposed design criteria (Note: Wetweather flow criteria should not deviate from the City of Ottawa Sewer Design Guidelines. Monitored flow data from relatively new infrastructure cannot be used to justify capacity requirements for proposed infrastructure). Confirm consistency with Master Servicing Study and/or justifications for deviations. Consideration of local conditions that may contribute to extraneous flows that are higher than the recommended flows in the guidelines. This includes groundwater and soil conditions, and age and condition of sewers. Description of existing sanitary sewer available for discharge of wastewater from proposed development. Verify available capacity in downstream sanitary sewer and/or identification of upgrades necessary to service the proposed development. (Reference can be made to previously completed Master Servicing Study if applicable) Calculations related to dry-weather and wet-weather flow rates from the development in standard MOE sanitary sewer design table (Appendix C ) format. Description of proposed sewer network including sewers, pumping stations, and forcemains. Discussion of previously identified environmental constraints and impact on servicing (environmental constraints are related to limitations imposed on the development in order to preserve the physical condition of watercourses, vegetation, soil cover, as well as protecting against water quantity and quality). Pumping stations: impacts of proposed development on existing pumping stations or requirements for new pumping station to service development. Forcemain capacity in terms of operational redundancy, surge pressure and maximum flow velocity. Identification and implementation of the emergency overflow from sanitary pumping stations in relation to the hydraulic grade line to protect against basement flooding. Special considerations such as contamination, corrosive environment etc. Section Atrel s Plans Comments 4.4 Development Servicing Report: Stormwater Description of drainage outlets and downstream constraints including legality of outlets (i.e. municipal drain, right-of-way, watercourse, or private property) Section Comments Cumming Cockburn Limited s (CCL) report entitled SWM plan Neighbourhood 2 - Upper Bilberry Creek Watershed - East Urban Community Expansion Area - December 1999" Analysis of available capacity in existing public infrastructure. A drawing showing the subject lands, its surroundings, the receiving watercourse, existing drainage patterns, and proposed drainage pattern. Water quantity control objective (e.g. controlling postdevelopment peak flows to pre-development level for storm events ranging from the 2 or 5 year event (dependent on the receiving sewer design) to 1 year return period); if other objectives are being applied, a rationale must be included with reference to hydrologic analyses of the potentially affected subwatersheds, taking into account long-term cumulative effects. Water Quality control objective (basic, normal or enhanced level of protection based on the sensitivities of the receiving watercourse) and storage requirements. Description of the stormwater management concept with facility locations and descriptions with references and