Appendix J Conceptual Design of Watermain and Sanitary Sewer

Transcription

1 City of Barrie - Hewitt's Secondary Plan Class Environmental Assessment (Phase 3 and 4) Study Environmental Study Report Appendix J Conceptual Design of Watermain and Sanitary Sewer Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

2 Project Memo H Sept. 13 th, 2017 To: City of Barrie From: D. Middleton cc: Melissa Alexander, Robert Shamess, Brett Gratrix City of Barrie Hewitt's Schedule C Class EA Alternative Design Concepts - Trunk Sanitary Sewer 1. Introduction The purpose of this memorandum is to provide details of the conceptual design of the sanitary sewer (250/300mm) located on Mapleview Drive from Yonge Street to the proposed Collector 11 road in the City of Barrie. As part of the Hewitt s Secondary Plan Class Environmental Assessment (Class EA) Study, this conceptual design has been developed using the City of Barrie Design Guidelines in conjunction with the findings and recommendations documented in the City of Barrie Wastewater Collection Master Plan (WCMP). The Schedule C Class EA is building on the Master Plan to evaluate alternative design concepts to accommodate future growth in the City of Barrie to the year Three road design alternatives have been considered for the Mapleview Drive road alignment (Option 1, 2 and 3). Due to the similarity of Option 1 and 2, these options will be evaluated as single option for the purposes of the conceptual design. The combined option will be labelled as Option 1/2. Therefore, a conceptual sewer design has been developed for two options: Option 1/2 and Option 3, to suit the different right-of-way (ROW) layouts for Mapleview Drive and Big Bay Road. 2. Background Information The annexation and subsequent redevelopment of 2,293 hectares of land into the City of Barrie through The Barrie-Innisfil Boundary Adjustment Act, 2009 (Bill 196) will place additional demands on the City s existing municipal infrastructure. To facilitate this growth, the WCMP has identified preferred system upgrades and expansions to the Hewitt s Secondary Plan Area (Figure 1) which includes the following wastewater collection system upgrades which are part of the Hewitt s Secondary Plan Class EA Study: 250mm to 375mm sanitary sewer on Mapleview Drive from 0.1km (STA 2+914) east of the Barrie Rail Corridor to the proposed Collector 11 (STA 5+436). Rev. A Page 1 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

3 The analysis of the future flows in the Hewitt s Study Area, detailed in the WCMP, have been conducted by AMEC using an updated PCSWMM model which has been provided to Hatch by the City. Maximum Day Demand flows obtained from the PCS/WMM model have been evaluated against the conceptual sewer design for the above noted location and are detailed in Appendix A. 3. Objectives The objectives of the conceptual design which are detailed in this report are: To review the City of Barrie Wastewater Collection Master Plan (WCMP) and Sanitary Sewage Collection System Policies and Design Guidelines; To evaluate the pipe sizing allowance for the conveyance of the design flows determined in the WCMP; To develop a conceptual trunk sanitary sewer design for each of the proposed road alternatives in the Hewitt s Study Area along Mapleview Drive; and To identify preferred installation techniques for crossing the Barrie Rail Corridor and Hewitt s Creek. Rev. A Page 2 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

4 Figure 1 Hewitt s Secondary Plan Preferred Option for Wastewater Rev. A Page 3 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

5 4. Sanitary Sewer Design and Alignment 4.1 Design Guidelines and Considerations The conceptual sanitary sewer has been designed in accordance with the current City of Barrie Sanitary Sewer and Collection Systems Policies and Design Guidelines (SSCSPDG) with additional guidance from the Ministry of the Environment and Climate Change (MOECC) Design Guide for Sewage Works. It is worth noting that the sanitary sewer design requires to be checked during detailed design against the City s updated design criteria, currently under development. The sanitary sewer alignment does not account for existing utility conflicts that may occur in the Mapleview Road right-of-way (ROW). A utility circulation and utility conflict assessment will need to be conducted during the detailed design phase. The sanitary sewer has been designed to meet the hydraulic design parameters detailed in the SSCSPDG which include: Peak domestic flow plus infiltration as detailed in the WCMP and obtained from the WCMP PCSWWM model; Flow velocity range of 0.75m/s to 3.0m/s Minimum pipe slope of 0.4% for sewers A comparison was made between the estimated design flows provided in the WCMP and the flows obtained from the PCSWWM model. The results are provided in Appendix A. As shown in the comparison, the PCSWWM Max Total Flow was higher than the flow values presented in the WCMP in all cases. For the purposes of this report the PCSWWM Max Total Flow will be used to determine pipe sizing characteristics and flow capacities as it is more conservative. A summary of the pipe design and flow characteristics of the proposed conceptual trunk sewer design is presented in Appendix B. As presented in the results, all sections of the proposed conceptual sewer meet the flow velocity requirements while conveying the estimated design flows. A comparison has been provided to show the percentage that the design flows contribute to the full flow capacity of each sewer section. Results of the comparison show there is adequate additional capacity in each sewer section. The following additional design factors have not yet been examined for the conceptual design and will require analysis during detailed design of the sewer: Expected traffic loading based on the location of the sewer, with an H20 loading as a minimum; Expected differential settlement based on the geotechnical conditions of the site; and Expected soil loading due to depth. Rev. A Page 4 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

6 4.2 Sewer Alignment The proposed 250mm and 375mm sanitary sewer alignment follows the centerline of Mapleview Drive for each road design alternative. The alignment is separated into a 250mm east sewer section and 375mm west sewer section which both connect to a 1800mm maintenance hole (STA 3+868) for the proposed 825mm trunk sewer running within the east side of the Hewitt s Creek Valley. The 250mm east sewer alignment begins at STA (Yonge Street) and flows east to STA (west of Royal Jubilee Drive). This alignment was finalized at a meeting with the City of Barrie held on August 22nd, The original trunk sanitary alignment proposed in the WCMP had its terminus at the Barrie Rail Corridor (STA 3+243). Due to additional flows being directed to the 850mm trunk sewer, capacity of this sewer will have to be confirmed during detailed design. The 375mm west sewer alignment begins at STA (proposed Collector 11) and flows west to STA (Royal Jubilee Drive). The following parameters, amongst others, were considered for the alignment: The City of Barrie standardized road corridor layout where the preferred location for the sanitary sewer is in the center of the roadway and/or below the crown of the road; North and south sewer interconnections detailed in the Hewitt s Master Plan Preferred Option (Figure 1), as well as a connection west of Royal Jubilee Drive for the proposed 825mm trunk sanitary sewer; Sewer installed at sufficient depth to accommodate future developments on Mapleview Drive. The final sewer depths will have to be confirmed when plan developments become known. Constructability of the sewer, specifically at major intersections and creek crossings which are detailed in Section 5 of this report; Input from City staff. 4.3 Maintenance Holes Maintenance holes (MH) will be located at the following locations: Mapleview Drive Tie-in MH for future Mapleview trunk sanitary connections at the Yonge Street intersection (STA ). This MH is the start of the west trunk sanitary alignment. Tie-in MH for future south trunk sanitary connection located 0.1km west of the Metrolinx Newmarket Subdivision rail corridor (STA ). Connection MH west of Royal Jubilee Drive (STA ) which will tie-in the proposed 250mm west sewer and 375mm east sewer to the 825mm north trunk sewer on the east side of the Hewitt s Creek Valley. Rev. A Page 5 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

7 Tie-in MH for future south trunk sanitary connection at the intersection of Mapleview Drive and Prince William Way (STA ). Tie-in MH for future south trunk sanitary connection on Mapleview Drive, 0.18km east of Prince William Way (STA ). Tie-in MH for future south trunk sanitary connection on Mapleview Drive, 0.4km east of Prince William Way (STA ) Tie-in MH for future south trunk sanitary connection on Mapleview Drive, 0.55km west of Prince William Way (STA ) Forcemain outlet MH for the proposed East Pumping Station #1, located 1.1km east of Prince William Way (STA 5+437). General Maximum maintenance hole spacing will be 110m for sewer sizes less the 250mm; and 120m for sewers sizes between 300mm and 900mm. Maintenance holes will be located at the beginning of each sewer line, change in alignment, grade, material and at all junctions. 4.4 Property Requirements The road design alternatives will have a direct influence on the property lines adjacent to the Mapleview Drive ROW and will govern property purchasing requirements. The proposed sanitary sewer alignment will remain at the centerline of the road and will not extend beyond the road right of way for any road design alternatives. As a result, the proposed sanitary sewer will have no direct impact on property requirements. 5. Special Crossings The proposed sanitary trunk alignment will cross both the Barrie Rail Corridor and Hewitt s Creek. Evaluation of design requirements for both crossing locations regarding preferred installation techniques is presented in the following sections. As Hewitt s Creek has two watercourse tributaries which cross Mapleview Drive, the crossings will be labelled as Hewitt s Creek West and Hewitt s Creek East respectively. 5.1 Barrie Rail Corridor At the Barrie Rail Corridor crossing, the preliminary preferred option is rail over road for all road design alternatives (Option 1-3). As the trunk sanitary sewer will remain within the roadway below the proposed rail bridge the sewer will not be subject to railway loading and a casing pipe is not required (as per Transport Canada TC E-10 Section 6). For both road design alternatives Hatch recommends that the sewer be installed via open trench installation following the centerline of the roadway. Rev. A Page 6 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

8 5.2 Hewitt s Creek West The first creek crossing is a 4.3m span culvert located 135m west of Royal Jubilee Drive (STA 3+731). As part of the Hewitt s Class EA, a structural inspection of the culvert was conducted by Hatch which determined that the structure is in good condition with a recommendation for extending the culvert to match the selected road design alternative. Based on this recommendation, Hatch further recommends that the proposed 250mm sanitary sewer be placed within a 500mm steel casing installed below the existing culvert via jack and bore installation. A minimum depth of 1.7m below the bottom of the culvert should be maintained to provide adequate clearance for the jack and bore installation and minimize disturbance to the existing box culvert. 5.3 Hewitt s Creek East The second Hewitt s Creek watercourse crossing is a 900mm CSP culvert located 35m west of Royal Jubilee Drive (STA 3+845). The structural inspection of the culvert, conducted by Hatch, determined that the culvert is in good condition but appears to be undersized for the hydraulic conditions present. The recommendation is that the culvert be replaced with a larger sized culvert. Since no invert information is currently available for the depth of the culvert, for the purposes of the sanitary sewer conceptual design it has been assumed that the invert of the future up-sized culvert is the same depth as the 4.3m span culvert located 100m to the west. Based on this assumption, there is adequate clearance for the proposed 250mm sanitary sewer to pass below the culvert at the depth and slope proposed in the preliminary design drawings. With a recommendation that the existing culvert be replaced with a larger culvert, the installation of the sanitary trunk should be coordinated with the culvert replacement. Hatch recommends an open trench method of installation be used to reduce construction costs. Additional information on the existing culvert conditions and proposed replacement options should be obtained prior to detailed design of the trunk sanitary sewer at this crossing location. DM:dm Attachments: Appendix A Appendix B Sanitary Flow Comparison Sanitary Sewer Pipe Sizing Calculations Rev. A Page 7 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

9 Appendix A Sanitary Flow Comparison Rev. A Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

10 2051 Annexation Land Sanitary Flow vs. PCSWMM Max Total Flow Comparison East of Royal Jubilee West of Royal Jubilee PCSWMM Junction ID Conceptual Design MH ID Average Flow (L/s) Barrie WW Masterplan Annexation Lands Sanitary Flow Appendix A Harmon Peak Regulated Harmon Peak (1.5<p<4) Sanitary Flow adding upstream (L/s) I and I Flow (L/s) Total San + I&I Flow (L/s) PCSWMM Max Total Flow (L/s) Upstream PCSWMM Junctions (Excluding Mapleview Drive) 201 SANMH Pumping Station #1 200 SANMH SANMH SANMH SANMH SANMH , SANMH , 258, SANMH SANMH , SANMH SANMH , SANMH SANMH SANMH SAH09099 SANMH SANMH ,51,50,52,53,54,56,134,132,58,57,59,129,60 46 SANMH SANMH SANMH SANMH SANMH SAH09099 SANMH Note: Fields highlight red have not been provided in the Barrie Wastewater Collection System Masterplan Flow Calculations (Appendix A)

11 Appendix B Sanitary Sewer Pipe Sizing Calculations Rev. A Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

12 Description Barrie Hewitt's EA Calculation Sheet Mapleview Sanitary Sewer Pipe Sizing Sheet 1 of 2 Project No. Made By D. Middleton Checked By XX Date 7/8/2016 Date XX/XX/XXXX Assumptions and Methodology Manning's n Values 1. Average Flow, Regulated Harmon Peak Factor, Peak Flow and Extraneous Flow have been obtained from the City of Barrie Wastewater Collection Master Plan; Description n Value 2. PCSWMM Max Total Flow has been obtained from the PCSWMM model developed for the City of Barrie Wastewater Collection Master Plan; Concrete Minimum full flow velocity = 0.75m/s, Maximum full flow velocity = 3.0m/s; PVC Minimum pipe slope = 0.4%; MH Location Designed Pipe Characteristics Flow Characteristics and Design Check Road / Area From To Length [m] U/S Invert D/S Invert Diameter [m] Slope [m/m] Flow Area [m 2 ] Hydraulic Radius [m] Mannings, n Full Flow Velocity (m/s) Full Flow Capacity (L/s) Average Flow (L/s) Regulated Harmon Peak Factor Projected Peak Flow (L/s) Infiltration (L/s) Total Peak Flow (L/s) PCSWMM Max Total Flow (L/s) Percentage of Flow Handled Additional 20% Flow (L/s) Percentage of Additional Flow Handled Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % % Mapleview Dr % %

13 Project Memo H Sept. 13 th, 2017 To: City of Barrie From: D. Middleton cc: Melissa Alexander, Robert Shamess, Brett Gratrix City of Barrie Hewitt's Schedule C Class EA 1. Introduction Alternative Design Concepts - Trunk Watermain The purpose of this memorandum is to provide details about the conceptual design of the following trunk watermain sections in the City of Barrie: On Mapleview Drive from 0.25km west of Royal Jubilee Drive to Royal Jubilee Drive (600mm diameter); and On Big Bay Point Road from 0.2 km west of The Queensway to the proposed Collector11 (400 mm diameter). As part of the Hewitt s Secondary Plan Class Environmental Assessment (Class EA) Study, this conceptual design has been developed using the City of Barrie Design Guidelines in conjunction with the findings and recommendations documented in the City of Barrie Water Storage and Distribution Master Plan (WSDMP). The Schedule C Class EA is building on the Master Plan to evaluate alternative design concepts to accommodate future growth in the City of Barrie to the year Three road design alternatives have been considered for the Mapleview Drive and Big Bay Road alignments (Option 1, 2 and 3). Due to the similarity of Option 1 and 2, these options will be evaluated as single option for the purposes of the conceptual design. The combined option will be labelled as Option 1/2. Therefore, a conceptual trunk watermain design has been developed for two options: Option 1/2 and Option 3, to suit the different right-of-way (ROW) layouts for Mapleview Drive and Big Bay Road. 2. Background Information The annexation of 2,293 hectares of land into the City of Barrie through The Barrie-Innisfil Boundary Adjustment Act, 2009 (Bill 196) will place additional demands on the City s existing municipal infrastructure. To facilitate this growth, the WSDMP has identified preferred system upgrades and expansions to the Hewitt s Secondary Plan Area shown in Figure 1, which includes the following system upgrades which are part of the Hewitt s Class EA Study: Rev. A Page 1 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

14 400mm east-west feedermain on Big Bay Point Road to east limit of the Study Area (STA to STA ). 750mm main on Mapleview Drive from Country Lane (STA ) to Yonge Street (STA ). 600mm main on Mapleview Drive from Yonge Street (STA ) to Royal Jubilee Drive (STA ). The analysis of the future flows in the Hewitt Study Area, detailed in the WSDMP, have been conducted by AMEC using an updated InfoWater model which was provided to Hatch by the City. Maximum Day Demand flows obtained from the InfoWater model have been evaluated against the conceptual watermain design for the above noted locations. 3. Scope of Work Following a meeting with the City of Barrie held on August 22 nd, 2016, the scope of design for the conceptual trunk watermain along Mapleview Drive was divided into three separate segments. Only Segment 3 will be covered under Hatch s scope of work for the Hewitt s Class EA. A summary of the proposed trunk watermain segments is shown in Figure 2. The three segments are as follows: 3.1 Segment 1 Segment 1 will form the first part of the trunk watermain service loop in the Hewitt s Study Area and will run from Country Lane (STA 0+775) to Yonge Street (2+920) with a service connection to an existing 600mm trunk watermain running north on Madelaine Drive (STA 1+565). This segment of 750 to 600mm concrete pressure pipe is currently in the detailed design phase. 3.2 Segment 2 Segment 2 of the trunk watermain will begin at the Segment 1 Yonge Street terminus (STA 2+920) and run south on Yonge Street to a point approximately 235m south of Mapleview Dr at which point it turns east, crossing the Metrolinx Barrie Rail Corridor into the proposed development area east of the rail corridor and south of Mapleview Drive and finally will follow a northeast alignment back to Mapleview Drive. The proposal for Segment 2 was put forth by the Developer s group in an effort to expedite construction of the proposed development and avoid the elevated railway track construction proposed for the Barrie Rail Corridor and Mapleview Drive crossing. The terminus of segment 2 will be on Mapleview Drive approximately 250m west of Royal Jubilee Drive (STA 3+617). The proposed trunk watermain in this segment will be 600mm in diameter. 3.3 Segment 3 Segment 3 of the trunk watermain will complete the proposed service loop connection from the 600mm watermain installed as part of Segment 2 to the existing 600mm trunk watermain running north on Royal Jubilee Drive. Details of the conceptual design of the Segment 3 trunk watermain will be presented in Section 5. Rev. A Page 2 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

15 Figure 1 Hewitt s Secondary Plan Preferred Option for Water Distribution Rev. A Page 3 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

16 Figure 2 Proposed Service Loop Segments for Hewitt s Secondary Preferred Option Rev. A Page 4 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

17 4. Objectives The objectives of the conceptual design which are detailed in this report are: To review the City of Barrie Water Storage and Distribution Master Plan (WSDMP) and Water Transmission and Distribution Policies and Design Guidelines; To evaluate the pipe sizing allowance for the conveyance of the design flows determined in the WSDMP; To develop a conceptual trunk watermain design for each of the proposed road alternatives in the Hewitt s Study Area along Mapleview Drive and Big Bay Point Road; and To identify preferred installation techniques for crossing Hewitt s Creek. 5. Watermain Design and Alignment 5.1 Design Guidelines and Considerations The conceptual watermain sections have been designed in accordance with the City of Barrie Water Transmission and Distribution Policies and Design Guidelines (WTDPDG) with additional guidance from the Ministry of the Environment and Climate Change (MOECC) requirements for the separation of sewers and watermains. The watermain alignment does not account for existing utility conflicts that may occur in the Mapleview Road and Big Bay Point Road ROWs. It is recommended that a utility circulation and utility conflict assessment be conducted during the detailed design phase. The watermain sections have been designed to meet the hydraulic design parameters detailed in the WTDPDG which include, among others: Maximum Day Demand as determined in the WSDMP Maximum flow velocity of 1.5m/s Maximum head loss gradient of 2.5m/km Minimum slope of 0.5% where possible A summary of the flow, velocity and head loss calculations is presented in Appendix A. As shown in the summary, the velocity and head losses in the proposed watermain are well below the maximum allowable for the estimated flows provided by the WSPMD. Using the estimated flow rates provided in the WSPMD, Table 1 summarizes the estimated flow vs. full flow capacity of the proposed watermain sections: Rev. A Page 5 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

18 Proposed Alignment Start STA. End STA. Diameter (mm) WSPMD Estimated Flow (L/s) Capacity at 1.5m/s (L/s) Percent of Full Flow Mapleview Drive Big Bay Point Road % % Table 1: Trunk Watermain Estimated vs. Maximum Flow Capacity As shown in the table, the estimated flow capacity is well below the capacity of the proposed watermain sections. The following additional design factors have not yet been examined for the conceptual design and will require analysis during detailed design of the trunk watermain sections: Expected traffic loading based on the location of the watermain, with an H20 loading as a minimum; Expected differential settlement based on the geotechnical conditions of the site; Expected soil loading due to depth; and Expected restraint requirements based on pipe skin friction, operating pressures and transients. 5.2 Watermain Alignment The proposed 600mm watermain alignment will begin approximately 250m west of Royal Jubilee Drive at the terminus of Segment 2 of the proposed trunk watermain service connection loop. The alignment is generally located within the boulevard offset 2.0m from the north curb from STA (250m west of Royal Jubilee Drive) to STA (Royal Jubilee Drive). At the Hewitt s Creek crossings the alignment of the watermain will be in the north portion of the roadway offset 1.0m south of the curb as there is not adequate space within the boulevard at the creek crossings. In addition, the alignment of the watermain will be adjusted slightly to suit each proposed ROW layout alternative. An existing 300mm watermain is located 0.5m south of the north curb line along Mapleview Drive. A minimum offset of 3.0m has been provided from the existing 300mm watermain to the proposed 600mm trunk throughout the alignment. On Big Bay Point Road, the proposed 400mm watermain alignment is generally located within the boulevard offset 2.0m from the north curb from STA (~0.2 km east of The Queensway) to STA (proposed Collector 11). The alignment of the watermain will be adjusted slightly to suit each proposed ROW layout alternative. The following criteria, amongst others, were considered for the alignment: Rev. A Page 6 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

19 Big Bay Road Mapleview Drive The City of Barrie standardized road corridor layout where the preferred location for the watermain is in the boulevard on the opposite side of the sidewalk, or if the sidewalks are installed on each side of the roadway, then the watermain will be located on the north and west side of the street opposite the storm and hydro distribution; System interconnections on Mapleview Drive at Royal Jubilee Drive as detailed in the Master Plan; Constructability of the watermain, specifically at Hewitt s Creek crossings which is detailed in Section 5 of this report; and Input from City Staff. 5.3 Valve Chambers In general, valve chambers for the proposed alignment will be located at the following locations: Air valve chambers will be located at all hydraulic high points; Drain valve chambers will be located at all low points; Isolation valve chambers (in addition to those noted above) will be spaced every +/- 305m, and will be combined with air and drain valves as appropriate; and System Connections as determined in the Master Plan. Table 2 summarizes the valve chamber locations for the proposed trunk watermain alignment: Valve Chamber ID Station WM Size (mm) Type Notes VC # x 600 x 600 System Connection Connection Stub for future 600mm W/M running west on Mapleview Drive and Connection Stub for 600mm W/M running south to proposed development VC # Isolation Isolation at Hewitt's Creek Crossing DVC #14A Drain Low point of Hewitt s Creek Crossing, west of existing culvert structure VC # Isolation Isolation at Hewitt's Creek Crossing VC # Isolation Isolation at Hewitt's Creek Crossing VC #16A Air Valve VC # x 600 x 400 System Connection VC # Isolation VC # System Connection Table 2: Valve Chamber Summary Connection Stub for future 600mm W/M running north on Royal Jubilee Drive and 400mm W/M continuing east on Mapleview Drive Connection Stub for future 400mm W/M running east along Big Bay Road and south along the proposed Collector 11 Rev. A Page 7 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

20 5.4 Thrust Restraint Hatch will seek to minimize the bends required in the alignment to minimize the requirement for thrust restraint. Concrete thrust blocking and thrust restraint design are not detailed as part of this conceptual design and will be required during the detailed design. 5.5 Property Requirements The ROW layout alternatives will have a direct impact on the property lines adjacent to the Mapleview Drive and Big Bay Point Road ROWs and will govern property requirements. The proposed watermain alignment will remain within the City ROW on both Mapleview Drive and Big Bay Point Road, therefore there are no additional property requirements for the proposed conceptual watermain design. 6. Special Crossings Hewitt s Creek has two watercourse tributaries which cross Mapleview Drive. For the purposes of the watermain crossing analysis these crossings will be labelled as Hewitt s Creek West and Hewitt s Creek East. 6.1 Hewitt s Creek West The first creek crossing is a 4.3m span culvert located 135m west of Royal Jubilee Drive (STA 3+731). As part of the Hewitt s Class EA, a structural inspection of the culvert was conducted by Hatch which determined that the structure is in good condition with a recommendation for extending the culvert to match the selected road design alternative. Hatch further recommends that the watermain crossing at this location be installed via jack and bore installation inside of a 1200mm diameter steel casing. A minimum depth of 1.7m below the bottom of the culvert should be maintained to provide adequate clearance for the jack and bore installation and minimize disturbance to the existing box culvert. Restrained joints will be required at all joints throughout the crossing extents to prevent separation of the watermain joints during and after the jack and bore installation. 6.2 Hewitt s Creek East The second Hewitt s Creek watercourse crossing is a 900mm CSP culvert located 35m west of Royal Jubilee Drive. The structural inspection of the culvert, conducted by Hatch, determined that the culvert is in good condition but appears to be undersized for the hydraulic conditions present. The recommendation is that the culvert be replaced with a larger sized culvert. Since no invert information is currently available for the depth of the culvert, for the purposes of the watermain conceptual design it has been assumed that the invert of the future up-sized culvert is the same depth as the 4.3m span culvert located 100m to the west. Based on that assumption there is adequate depth available to install the 600mm watermain above the existing culvert with a minimum separation of 0.6m between the top of the culvert and the bottom of the watermain and also maintain a minimum cover of 1.7m over the watermain as required. Installation of the trunk watermain can be conducted via open trench installation in conjunction with the culvert replacement to minimize construction costs. Rev. A Page 8 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

21 Additional information on the existing culvert and proposed replacement will be required for detailed design of the trunk watermain at this crossing. DM:dm Attachments: Appendix A Watermain Headloss Summary Rev. A Page 9 Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

22 Appendix A Watermain Headloss Summary Rev. A Hatch 2017 All rights reserved, including all rights relating to the use of this document or its contents.

23 Description Project No. Made By D. Middleton Checked By XX Barrie Hewitt's Schedule C Class EA Calculation Sheet Watermain Headloss Summary Sheet 1 of Date 7/8/2016 Date XX/XX/XXXX Assumptions and Methodology 1. Flow and Velocity values have been obtained from the City of Barrie Water Storage and Distribution Masterplan Infowater Model; 2. Hazen Williams 'C' valve has been set to 120 for Concrete Pressure Pipe; 3. 'k' value has been estimated based on number of fittings and valves present in each watermain section; Mapleview Drive Headloss Summary Watermain Capacity at Node Start Node End Sta. Start Sta. End Length (m) Diameter (mm) Section ID 1.5m/s (L/s) Flow (L/s) Velocity (m/s) Roughness C Friction Loss (m) Estimated k Value Minor Loss (m) Headloss (m) HL/1000 (m/km) MV001 VC#13 VC# MV002 VC#14 VC#14A MV003 VC#14A VC# MV004 VC#15 VC# MV005 VC#16 VC# Average HL/1000 (m/km) = Big Bay Road Headloss Summary Watermain Capacity at Node Start Node End Sta. Start Sta. End Length (m) Diameter (mm) Section ID 1.5m/s (L/s) Flow (L/s) Velocity (m/s) Roughness C Friction Loss (m) Estimated k Value Minor Loss (m) Headloss (m) HL/1000 (m/km) BB001 VC#18 VC# Average HL/1000 (m/km) =

24 FUTURE 600mmØ W/M (BY DEVELOPER) EXIST. VALVE CHAMBER EXISTING 60OmmØ PIPE SANMH 109 INSIDE DROP MAINTENANCE HOLE AS PER CITY OF BARRIE STANDARD BSD-15B RIM E INV EXISTING 300mm WM EXISTING 300mm WM 2.30m EXISTING 600mm WM SANMH 109 SANMH 109 STA ALUMINUM SAFETY PALTFORM AS PER OPSD EL m - 250mmØ CSA B182.2, 140-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER PROP. 250mmØ SAN. SEWER EXISTING 300mm WM 4.57m MATCHLINE STA SEE SHEET 2

25 PROP. 250mmØ SAN. SEWER 12m x 5m STA PROP. TUNNEL LAUNCH SHAFT SANMH 108 INSIDE DROP MAINTENANCE HOLE AS PER CITY OF BARRIE STANDARD BSD-15B RIM E INV W INV SANMH 107 INSIDE DROP MAINTENANCE HOLE AS PER CITY OF BARRIE STANDARD BSD-15B RIM E INV W INV m - 250mmØ CSA B182.2, 140-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER ALUMINUM SAFETY PALTFORM AS PER OPSD EL m - 250mmØ CSA B182.2, 140-D PVC SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER NEW MH SANMH 108 EXISTING 300mm WM 5.14m MATCHLINE STA SEE SHEET 1 SANMH m SAN. SEWER ENCASED IN 500mm STEEL CASING 117.1m - 250mmØ CSA B182.2, 100-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER BARRIE RAIL CORRIDOR BARRIE RAIL CORRIDOR EXISTING 300mm WM SANMH 107 MATCHLINE STA SEE SHEET 3

26 MATCHLINE STA SEE SHEET 2 4m x 4m PROP. TUNNEL SHAFT SANMH 106 RIM E INV W INV m - 250mmØ CSA B182.2, 100-D SDR % 110.1m - 250mmØ CSA B182.2, 100-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER PROP. 250mmØ PVC SDR 26 SAN. SEWER SANMH 106 EXISTING 300mm WM 2.79m EXISTING 300mm WM PROP. 250mmØ SAN. SEWER MATCHLINE STA SEE SHEET 4

27 MATCHLINE STA SEE SHEET 3 PROP. 250mmØ PVC SDR 26 SAN. SEWER PROP. 250mmØ PVC SDR 26 SAN. SEWER EX. 300mmØ WM SANMH 105 RIM E INV W INV m - 250mmØ CSA B182.2, 100-D SDR % 110.0m - 250mmØ CSA B182.2, 100-D SDR % SANMH 105 PROP. 250mmØ SAN. SEWER EXISTING 300mm WM 1.78m EXISTING 300mm WM MATCHLINE STA SEE SHEET 5

28 SANMH 104 RIM E INV W INV m - 250mmØ CSA B182.2, 100-D SDR % 47.4m - 250mmØ CSA B182.2, 100-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER SANMH 104 R.O.W MATCHLINE STA SEE SHEET 4 EXISTING 300mm WM EXISTING 300mm WM STA SANMH m SANMH 103 SANMH 103 STA SANMH 103 RIM E INV W INV m - 250mmØ CSA B182.2, 100-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER PROP. 250mmØ SAN. SEWER MATCHLINE STA SEE SHEET 6

29 MATCHLINE STA SEE SHEET 5 4m x 4m PROP. TUNNEL EXIT SHAFT PROP. 250mmØ SAN. SEWER STA STA VC 13 VC 15 PROP. TUNNEL SHAFT SANMH 102 VC 13 STA AS PER OPSD SANMH 102 RIM E INV W INV mmØ TRUNK WM (BY DEVELOPER) 110.0m - 250mmØ CSA B182.2, 100-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER PROP. 600mmØ C.P.P. WATERMAIN 1.7m MIN. (TYP.) 600mmØ CONCRETE PRESSURE PIPE - AWWA C301, CLASS m - 250mmØ CSA B182.2, 140-D SDR % EXISTING 300mm WM 2.700m (TYP.) EXISTING 300mm WM PROP. 600mmØ C.P.P. WATERMAIN VC 14 STA AS PER OPSD SANMH 101 RIM E INV W INV SANMH m 5m x 8m 8.00m 5.00m EXIST. 4.3m x 1.8m BOX CULVERT VC 15 STA AS PER OPSD WATERMAIN ENCASED IN 1200mm STEEL CASING SAN. SEWER ENCASED IN 500mm STEEL CASING PROP. 250mmØ PVC SDR 26 SAN. SEWER RESTRAINED JOINTS 56.7m - 250mmØ CSA B182.2, 140-D SDR % 1.52m CLEARANCE PROP. 600mmØ C.P.P. WATERMAIN DRV. CH 14A STA AS PER OPSD m x 5m EXISTING 4.3x1.8m BOX CULVERT PROP. TUNNEL LAUNCH SHAFT m x 8m PROP. TUNNEL SHAFT MATCHLINE STA SEE SHEET 7

30 SDR 26 SAN. SEWER PROP. 250mmØ PVC SANMH mmØ INSIDE DROP STRUCTURE PER BSD-15B RIM N INV E INV W INV m - 250mmØ CSA B182.2, 140-D SDR % MATCHLINE STA SEE SHEET 6 STA STA STA CHAMBER #16A VC 17 AIR RELEASE PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 9000 PROPOSED ALTERNATIVE 1 & 2 PROFILE VC 17 STA AS PER OPSD PROP. 600mmØ C.P.P. WATERMAIN 300mm W/M (BY OTHERS) 92.3m - 250mmØ CSA B182.2, 140-D SDR % 116.0m - 375mmØ CSA B182.2, 140-D SDR % PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 600mmØ C.P.P. WATERMAIN DRAIN CH 16 STA AS PER OPSD EXIST. 675mm CULVERT AIR RELEASE CH 16A STA AS PER OPSD m MIN. (TYP.) SANMH 100 RIM E INV W INV m (MIN.) ALUMINUM SAFETY PALTFORM AS PER OPSD EL PROP. 825mmØ RCP SEWER 600mmØ CONCRETE PRESSURE PIPE - AWWA C301, CLASS 16 SANMH 9099 EX. 675mmØ CULVERT PROP. 250mmØ SAN. SEWER 1.79m PROP. 600mmØ C.P.P. WATERMAIN PROP. 375mmØ SAN. SEWER PROP. 825mmØ SAN. SEWER FOR FUTURE CONNECTION 300mm BULKHEAD VC 16 FOR FUTURE CONNECTION 600mm BULKHEAD MATCHLINE STA SEE SHEET 8

31 MATCHLINE STA SEE SHEET 7 PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 110 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % 120.0m - 375mmØ CSA B182.2, 140-D SDR % PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 110 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER MATCHLINE STA SEE SHEET 9

32 MATCHLINE STA SEE SHEET 8 SANMH 111 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % 120.0m - 375mmØ CSA B182.2, 140-D SDR % PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 111 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER MATCHLINE STA SEE SHEET 10

33 MATCHLINE STA SEE SHEET 9 PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 112 SANMH 113 RIM E INV W INV SANMH 112 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % 87.8m - 375mmØ CSA B182.2, 140-D SDR % 120.0m - 375mmØ CSA B182.2, 140-D SDR % SANMH 113 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER MATCHLINE STA SEE SHEET 11

34 MATCHLINE STA SEE SHEET 10 SANMH 114 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % 65.0m - 375mmØ CSA B182.2, 140-D SDR % PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 114 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER SANMH 115 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % SAN. SEWER PROP. 375mmØ PVC SDR 26 SANMH 115 MATCHLINE STA SEE SHEET 12

35 MATCHLINE STA SEE SHEET 11 SANMH 116 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % 114.0m - 375mmØ CSA B182.2, 140-D SDR % PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER NEW SANMH 116 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER MATCHLINE STA SEE SHEET 13

36 114.0m - 375mmØ CSA B182.2, 140-D SDR % PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER MATCHLINE STA SEE SHEET 12 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER SANMH 117 RIM E INV W INV SANMH m - 375mmØ CSA B182.2, 140-D SDR % SANMH 118 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % PVC SDR 26 SAN. SEWER PROP. 375mmØ SANMH 118 MATCHLINE STA SEE SHEET 14

37 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER STA SANMH 119 MATCHLINE STA SEE SHEET 13 SANMH 119 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % 120.0m - 375mmØ CSA B182.2, 140-D SDR % PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 119 MATCHLINE STA SEE SHEET 15

38 MATCHLINE STA SEE SHEET 14 SANMH 120 SANMH 120 RIM E INV W INV PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 120 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER STA m - 375mmØ CSA B182.2, 140-D SDR % 120.0m - 375mmØ CSA B182.2, 140-D SDR % MATCHLINE STA SEE SHEET 16

39 MATCHLINE STA SEE SHEET 15 SANMH 121 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR 26 SANMH 121 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER 120.0m - 375mmØ CSA B182.2, 140-D SDR % PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 122 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % SANMH 122 MATCHLINE STA SEE SHEET 17

40 PROP. 375mmØ PVC SDR 26 SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER STA SANMH 123 MATCHLINE STA SEE SHEET 16 PROP. 375mmØ SAN. SEWER SANMH 123 RIM E INV W INV m - 375mmØ CSA B182.2, 140-D SDR % 60.3m - 375mmØ CSA B182.2, 140-D SDR % SANMH 200 PROP. 375mmØ SAN. SEWER PROP. 375mmØ SAN. SEWER MATCHLINE STA SEE SHEET 18

41 MATCHLINE STA SEE SHEET 17 PROP. 375mmØ SAN. SEWER PROP. 375mmØ PVC SDR 26 SAN. SEWER SANMH 124 SANMH 124 RIM W INV E INV SANMH 125 RIM W INV m - 375mmØ CSA B182.2, 140-D SDR % 22.9m - 375mmØ CSA B182.2, 140-D SDR % SANMH 125

42 V. CH #18 STA AS PER OPSD PROP. 400mmØ C.P.P. WATERMAIN PROP. 400mmØ C.P.P. WATERMAIN 600mmØ CONCRETE PRESSURE PIPE - AWWA C301, CLASS m MIN. (TYP.) MATCHLINE STA SEE SHEET 2

43 MATCHLINE STA SEE SHEET 1 PROP. 400mmØ C.P.P. WATERMAIN PROP. 400mmØ C.P.P. WATERMAIN PROP. 400mmØ C.P.P. WATERMAIN PROP. 400mmØ C.P.P. WATERMAIN 1.7m MIN. (TYP.) 600mmØ CONCRETE PRESSURE PIPE - AWWA C301, CLASS 16 V. CH #19 STA AS PER OPSD STA VC 19

44 FUTURE 600mmØ W/M (BY DEVELOPER) VALVE CHAMBER EXISTING EXIST. VALVE CHAMBER EXISTING 60OmmØ PIPE SANMH 109 INSIDE DROP MAINTENANCE HOLE AS PER CITY OF BARRIE STANDARD BSD-15B RIM E INV EXISTING 300mm WM EXISTING 300mm WM EXISTING 300mm WM 2.30m EXISTING 600mm WM EXISTING 600mm WM EXISTING 300mm WM SANMH 109 SANMH 109 STA ALUMINUM SAFETY PALTFORM AS PER OPSD EL m - 250mmØ CSA B182.2, 140-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER PROP. 250mmØ SAN. SEWER EXISTING 300mm WM 4.57m MATCHLINE STA SEE SHEET 2

45 110.0m - 250mmØ CSA B182.2, 140-D PVC SDR % ALUMINUM SAFETY PALTFORM AS PER OPSD EL SANMH 108 INSIDE DROP MAINTENANCE HOLE AS PER CITY OF BARRIE STANDARD BSD-15B RIM E INV W INV PROP. 250mmØ PVC SDR 26 SAN. SEWER NEW MH SANMH 108 EXISTING 300mm WM 5.14m PROP. 250mmØ SAN. SEWER MATCHLINE STA SEE SHEET 1 12m x 5m STA PROP. TUNNEL LAUNCH SHAFT 102.9m - 250mmØ CSA B182.2, 140-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER SANMH 107 INSIDE DROP MAINTENANCE HOLE AS PER CITY OF BARRIE STANDARD BSD-15B RIM E INV W INV SANMH m SAN. SEWER ENCASED IN 500mm STEEL CASING 117.1m - 250mmØ CSA B182.2, 100-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER BARRIE RAIL CORRIDOR BARRIE RAIL CORRIDOR EXISTING 300mm WM SANMH 107 MATCHLINE STA SEE SHEET 3

46 MATCHLINE STA SEE SHEET 2 4m x 4m PROP. TUNNEL SHAFT SANMH 106 RIM E INV W INV m - 250mmØ CSA B182.2, 100-D SDR % 110.1m - 250mmØ CSA B182.2, 100-D SDR % PROP. 250mmØ PVC SDR 26 SAN. SEWER PROP. 250mmØ PVC SDR 26 SAN. SEWER SANMH 106 EXISTING 300mm WM 2.79m EXISTING 300mm WM PROP. 250mmØ SAN. SEWER MATCHLINE STA SEE SHEET 4

47 MATCHLINE STA SEE SHEET 3 PROP. 250mmØ PVC SDR 26 SAN. SEWER PROP. 250mmØ PVC SDR 26 SAN. SEWER EX. 300mmØ WM SANMH 105 RIM E INV W INV m - 250mmØ CSA B182.2, 100-D SDR % 110.0m - 250mmØ CSA B182.2, 100-D SDR % SANMH 105 PROP. 250mmØ SAN. SEWER EXISTING 300mm WM 1.78m EXISTING 300mm WM MATCHLINE STA SEE SHEET 5