FUNCTIONAL WATER, WASTEWATER AND STORMWATER DRAINAGE REPORT · FUNCTIONAL WATER, WASTEWATER AND...

FUNCTIONAL WATER, WASTEWATER AND STORMWATER DRAINAGE REPORT

Royal Park South

SIS Areas 1 & 2 - North of Sixteen Mile Creek

Town of Milton

Regional Municipality of Halton

Prepared for

Milton Meadows Properties Inc.

Project #: 10-326

December 2015

Royal Park South FSR Page ii

Urbantech Consulting, A Division of Leighton-Zec Ltd. 25 Royal Crest Court, Suite 201 Markham, Ontario L3R 9X4

TEL: 905.946.9461 FAX: 905.946.9595 www.urbantech.com

Table of Contents 1. BACKGROUND ............................................................................................. 1 2. EXISTING CONDITIONS .............................................................................. 2

2.1. EXISTING LAND USE ......................................................................................... 2 2.2. EXISTING TERRESTRIAL AND AQUATIC FEATURES .................................................... 2 2.3. EXISTING WATERCOURSE CHARACTERISTICS .......................................................... 2 2.4. GEOTECHNICAL STUDY ...................................................................................... 3 2.5. EXISTING INFRASTRUCTURE / CONSTRAINTS .......................................................... 3

3. SITE GRADING ............................................................................................ 4 3.1. GRADING CONSTRAINTS .................................................................................... 4

4. EXTERNAL ROAD WORKS ............................................................................ 5 5. STORM DRAINAGE ....................................................................................... 5

5.1. PRE-DEVELOPMENT STORM DRAINAGE .................................................................. 5 5.2. POST-DEVELOPMENT STORM DRAINAGE ................................................................ 5

5.2.1. External Drainage Areas ......................................................................... 6 5.2.2. Minor System Drainage .......................................................................... 6 5.2.3. Major System Drainage .......................................................................... 6 5.2.4. Service Connections ............................................................................... 7

6. WASTEWATER SERVICING .......................................................................... 7 6.1. EXISTING INFRASTRUCTURE ............................................................................... 7

6.1.1. Milton Wastewater Treatment Plant (WWTP) ........................................... 7 6.2. DESIGN CRITERIA ............................................................................................ 7 6.3. PROPOSED SERVICING PLAN ............................................................................... 8

7. WATER DISTRIBUTION ............................................................................... 9 8. SIDEWALK NETWORK ................................................................................. 9 9. PROPOSED ROAD CROSS SECTIONS AND LANEWAYS .............................. 10

9.1. LOCAL ROADS (16M ROW) ............................................................................. 10 9.2. 3RD SIDE ROAD (24M ROW) ............................................................................ 10 9.3. STREET 'A' (20M ROW) ................................................................................. 10 9.4. NEW TREMAINE ROAD .................................................................................... 10

10. EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION ............... 10 11. CONCLUSIONS ........................................................................................... 11

Royal Park South FSR Page iii



Figures

Figure 1 Site Location Figure 2 Grading Concept Figure 3.1 Pre-Development Drainage Plan Figure 3.2 Post-Development Drainage Plan Figure 3.3 Major Storm System Drainage Plan Figure 5 Stormwater Management Facility S44 Figure 6 Sanitary Drainage Plan Figure 7 Watermain Concept Plan Figure 8 Sidewalk Location Plan Figure 9 3rd Side Road Cross Section Figure 10 Existing Regional Flood Mapping Figure 11 Proposed Regional Flood Mapping

Appendices

Appendix A – Geotechnical Investigation Appendix B – Storm Sewer Design Sheets Appendix C – Sanitary Sewer Design Sheets Appendix D – Water Distribution Analysis (GENIVAR)

Royal Park South FSR Page 1



1. BACKGROUND

The Royal Park South draft plan of subdivision falls within the Sherwood Secondary Plan Area Phase 2-C, in the Town of Milton. This draft plan is bounded by New Tremaine Road to the east, 3rd Sideroad to the north, and the 16 Mile Creek natural heritage system to the south and west. Design considerations for the Royal Park South lands have been incorporated in the functional design for the neighbouring Century Grove lands. The Century Grove lands were described in a separate FSR which was prepared by Urbantech Consulting (May 2014) in support of Draft Plan 24T-07002 / Re-zoning application Z-02/07. The Century Grove property is currently Draft Plan Approved. This property is hereafter referred to as the “proposed development” / “subject lands”. The proposed development falls within the Sixteen Mile Creek Subwatershed Area 2. Additional development is proposed south of Sixteen Mile Creek to Steeles Avenue, north of 3rd Side Road to Highway 401 and east of Tremaine Road to Peru Road; these lands are described under separate draft plans. Please refer to Figure 1 for the site location and draft plan areas. The proposed development will include mixed residential, mixed use and open space blocks. The development concepts presented in this submission are an extension of the information contained in the following studies and reports: Subwatershed Impact Study – Areas 1,2,3 and 4, prepared by RAND Engineering and

Beacon Environmental Limited (October 2013)

Geotechnical Investigational Report – Milton Heights, prepared by Shad and Associates Inc., Reference #T11284 (July 2011)

Indian Creek/Sixteen Mile Creek, Sherwood Survey, Subwatershed Management Study, Town of Milton, prepared by Philips Engineering Limited (December 2004)

Milton Urban Expansion Conceptual Fisheries Plan, Phase 2 Area, Sherwood Survey, prepared by Philips Engineering Limited (December 2004)

Sherwood Survey Secondary Plan and Related Official Plan Amendments, Town of Milton, consolidated November 2005

Tremaine Road & James Snow Parkway Transportation Corridor Improvements Class EA Study, prepared by McCormick Rankin (November 2007)




MTO Drainage Management Technical Guidelines, Ontario Ministry of Transportation (November 1989)

Stormwater Management and Design Manual (SWMP) by Ministry of Environment (March 2003)

Municipal services for this subdivision will be designed to comply with the latest standards and criteria prepared by the Town of Milton (roads, grading and storm drainage) and the Regional Municipality of Halton (water distribution and sanitary drainage). Conservation Halton, MOE, and MNR recommendations were incorporated into the design of the SWM strategies. A number of additional studies are to be refined / completed prior to detailed design, including a detailed channel design report, a noise/vibration report, the detailed design of the New Tremaine Road ROW and Highway 401 interchange, forestry, and a detailed geotechnical investigation. 2. EXISTING CONDITIONS

2.1. Existing Land Use The existing land use in the area of proposed development is classified as a combination of natural, semi-natural, and agricultural/developed, based on aerial photo interpretation and site visits. There are some existing residential properties on the site, as well as roads and culverts servicing the agricultural fields and the respective drainage. 2.2. Existing Terrestrial and Aquatic Features Several forest, cultural meadow, woodland, and wetland features have been identified in the SIS study (refer to Figure 2.1 of the RAND SIS). Wildlife characterization included breeding bird, mammal, and amphibian surveys. Aquatic features including Redside dace habitat were investigated and sampled for various species. Please refer to Section 5.1 for stream classification, and the RAND SIS for survey results. 2.3. Existing Watercourse Characteristics A detailed geomorphic assessment of Sixteen Mile Creek in the proposed residential development area was undertaken by Aquafor Beech in 2007 and additional data was collected in 2011. It was found that the channel reach upstream and downstream of No. 3 Side Road was modified (straightened) prior to 1946, presumably to accommodate agricultural activity. The channel bed from No. 3 Side Road to Peru Road contains sand, gravel, organics, and grasses and is channelized (straight) with uniform cross sections. There is subtle bed morphology along this section of the channel and sections seem highly vegetation controlled;




indeed, vegetation chokes the channel in several areas. This section is very well connected to the floodplain (i.e. cultivated fields). 2.4. Geotechnical Study A geotechnical / hydrogeological investigation was conducted by Shad & Associates Inc. (Reference #T11284) to assess site soils, groundwater table, and related design requirements. The results of the geotechnical report are included in the August 2009 SIS. In general, the findings of the studies indicated the following:

The subject property (SIS Area 2, south of 3rd Side Road) consists of a 0.25m to 0.46m depth of topsoil over top layers of clayey silt/sand and clayey silt/silty clay till and sand/sandy silt till. The observed groundwater table was measured at depths ranging from 2.7m to 4.4m below the existing ground surface.

Excavations will encounter wet soil conditions, particularly in the spring and fall. However, despite the high water table observed at various times of the year, the surficial soils are predominantly silty clay till and this low-hydraulic conductivity material does not produce much water.

Due to the nature of the surficial sediments (till soils), significant dewatering is not anticipated to be required to complete the proposed channel construction, although minor groundwater seepage into the excavation may occur. An appropriate groundwater management plan, including monitoring / inspection recommendations and contingency actions will be further described in the detailed channel design report.

2.5. Existing Infrastructure / Constraints The following existing services are present on or adjacent to the site as indicated on Figure 6 (sanitary) and Figure 7 (watermain):

Well-based water supply main runs west to east across the north side of the site from Tremaine Road to Peru Road and Highway 401 (Magna industrial site)

Well-based water supply main on 3rd Side Road, Peru Road, and Tremaine Road Gas utilities along Peru Road north of 3rd Side Road Existing sanitary sewer on Peru Road south of the proposed development.

The 675mm sanitary sewer recently extended by the Region from Market Drive to Peru Road will be extended north through the Century Grove lands and will be utilized by the Royal Park South development as shown on Figure 6.




3. SITE GRADING

The subject lands will be graded in a manner consistent with its existing topographic features and will satisfy the following objectives: Minimize cut to fill operations Reduce or eliminate the need for retaining walls Maintain general landform character Provide minimal impact to abutting properties Achieve stormwater management /environmental objectives required for the site Provide overland flow conveyance for major storm conditions Provide adequate cover above proposed servicing

The subdivision will be graded to suit the Town of Milton’s design criteria and will consider constraints imposed by storm drainage and boundary roads. Proposed road grades will utilize the Town of Milton minimum 0.50% slope. If required at detailed design, sawtooth grading will be introduced to minimize the extent of fill on the site. Sawtooth road grading conforms to the Town’s minimum 0.50% road grade. The subdivision generally slopes from north to south toward the proposed stormwater management Pond S44. The net slope will accommodate major system flow conveyance. Please refer to Figure 2 for preliminary site grading and overland flow routes. 3.1. Grading Constraints The following constraints have been taken into account for site grading:

Existing roads including 3rd Side Road, and existing residential properties in the vicinity -of the site

Future roads including: o future 3rd Side Road urbanization o future New Tremaine alignment

15m Environmental Buffer setback from the Regional Storm Floodline of 16 Mile Creek Accommodation of existing external drainage areas Permanent pool elevation for SWM facilities governed by proposed channel invert

elevation Groundwater table elevation relative to services, channel, and proposed basements

There are two existing residential areas south of 3rd Side Road, west of Tremaine Road and east of the 16 Mile Creek watercourse which are not currently owned by Milton Meadows Properties Inc. The proposed grading for the Royal Park South site has been designed in a manner that will allow the proposed lands to properly interface with the existing residential properties. Drainage inlets will be provided near the lowest corners of both the existing residential areas to ensure proper drainage of stormwater runoff from these lands. If these existing residential




areas are obtained by Milton Meadows Properties Inc. in the future, the proposed grading plan accommodates these lands. 4. EXTERNAL ROAD WORKS

The urbanization of 3rd Side Road will be further described at the detailed design phase. Several road construction projects are proposed in conjunction with the area development. These works will be designed by others and the designs will be coordinated with the proposed development. These road works include:

Construction of the New Tremaine Road alignment through the site Construction of an interchange connecting the proposed New Tremaine Road to

Highway 401 Potential lowering and removal of existing Tremaine road overpass across Highway 401

The segment of the proposed New Tremaine Road ROW north of 3rd Side Road will drain to SWM Facility S43, while the segment between 3rd Side Road and Sixteen Mile Creek will drain to SWM Facility S44 in the 1321387 Ontario Inc. (Century Grove) lands. 5. STORM DRAINAGE

The proposed development is within the catchment area for the Sixteen Mile Creek Subwatershed, particularly the NW-1-A, and NW-2-G1 tributary subcatchments. This submission advances the recommendations in the previously approved Sherwood Survey Subwatershed Management Study for SIS Areas 1,2,3 and 4. 5.1. Pre-Development Storm Drainage Figure 3.1 depicts the pre-development drainage areas for the Milton Heights area, including the Royal Park South lands. The vicinity is presently drained by the NW-2-E, NW-2-F, and NW-2-G1 watercourses, which have a confluence north of 3rd Side Road. Sixteen Mile Creek (NW-1-A) runs west to east across the southernmost boundary of the subject site. The subject site drains in a north to south direction, towards Sixteen Mile Creek. The watercourses in the vicinity were assigned constraint rankings in the Indian Creek/Sixteen Mile Creek Subwatershed Study (Philips Engineering Limited, 2004).

5.2. Post-Development Storm Drainage Several drainage adjustments have been proposed due to the removal of the low constraint watercourse features throughout the vicinity and the construction of the new Tremaine Road alignment. The post development drainage areas are shown on Figure 3.2.




5.2.1. External Drainage Areas

There are currently no external drainage areas which drain into the proposed Royal Park South site. External drainage areas for the vicinity are indicated on Figure 3.2

5.2.2. Minor System Drainage The proposed development will be serviced by a conventional storm sewer system designed in accordance with Town of Milton standards. The storm sewers will be sized to the 5-year return frequency based on the Town of Milton IDF curves. Storm sewer design sheets are provided in Appendix B. The minor system layout is indicated on Figure 3.2. The Royal Park South minor system will discharge into SWM facility S44 located at the south boundary of the subdivision, west of Peru Road via the Century Grove storm sewer system. The S44 SWM facility will provide water quality, erosion and quantity control for the subject lands and will discharge to NW-1-A (Sixteen Mile Creek) as its contributing drainage area naturally drains in this direction. The SWM facility design is outlined in Section 6 of the Century Grove FSR. The S44 SWM facility was designed to accommodate the Royal Park South lands and therefore will not require any design revisions of physical reconfigurations.

5.2.3. Major System Drainage A continuous overland flow route will be provided through the subject lands where possible to safely convey major system flows in excess of the minor system up to the hundred year event. The major system flow will not exceed the width of the road allowance, and in no case will the depth of flow exceed 0.10 metres above the crown of the road in accordance with Town of Milton standards. Overland flows will be directed to the proposed SWM facility S44 via capture pipes sized to convey the 100 year storm. 100 year flow inlet capture points will be located on Street A and Street C. Please refer to Figure 3.2 for preliminary storm concept, Figure 2 for the grading plan which illustrates major system flow direction, and Figure 3.3 for major system capture areas.




5.2.4. Service Connections

Due to grading constraints of the site, it may not be possible to supply a gravity outlet to drain all basement foundation drains. As per Town of Milton Standards, the development will require sump pumps which will outlet to a storm service connection for front draining lots and to the rear-yards (surface) for split-draining lots. 6. WASTEWATER SERVICING

6.1. Existing Infrastructure

6.1.1. Milton Wastewater Treatment Plant (WWTP) Based on the technical information provided by Halton Region, the development of the Milton Heights Neighbourhood is included in the designated service area of the Milton Wastewater Treatment Plant (WWTP) located southwest of Main Street and Regional Road 25. A Class Environmental Assessment was completed to facilitate an upgrade of the treatment plant to the ultimate capacity of 18,500 cubic meters per average day. This ultimate capacity remains within the Ministry of Environment criteria for the Certificate of Approval for the plant and will service Best Planning Estimates of growth to 2015. As a result of the recent modifications to the WWTP, the capacity should be available for allocation to infilling the Milton Heights Landowners Group lands and the existing residential area within the Milton Heights Neighbourhood. The modifications will accommodate Best Planning Estimates of growth for the designated service area. The proposed expansion of the wastewater system will allow the option of connecting existing homes thus eliminating aging private septic systems. 6.2. Design Criteria The design criteria and standards for the recommended wastewater servicing plan were obtained from the 2003 “Design Criteria, Contract Specifications and Standard Drawings” prepared by Halton Region. Additional information was obtained from the September 2003 “Sherwood Survey Secondary Plan, Town of Milton, Phase Two Urban Expansion Area - Water and Wastewater Servicing Strategy” and August 2004 addendum to that report, prepared by Philips Engineering Limited. The design criteria used are presented below:

Average per capita flow rate: 365L/c/d




Peak flow factor – residential: PFR=1+14/(4+P0.5) Peak flow factor – commercial: PFC=0.8 x (1+14/(4+P0.5)) Infiltration/Inflow allowance: 0.286L/s/ha Residential High Density: 135p/ha Residential Low Density: 55p/ha Equivalent Population Commercial: 90p/ha Minimum sewer size (commercial): 300mm Minimum sewer size (residential): 200mm Minimum / maximum velocity: 0.6m/s to 3.0m/s

The wastewater analysis for the study area with respect to Halton Region’s wastewater treatment capacity was conducted based on the following criteria:

Average Day Flow Residential 365 L/p/day Average Day Flow Industrial 17.5 m3/ha/day Average Day Flow Commercial 25.8 m3/ha/day Average Day Flow Institutional 11.0 m3/ha/day

6.3. Proposed Servicing Plan The Milton Heights plan of subdivision including the Royal Park South lands wastewater servicing will be accommodated through the existing gravity wastewater main on Peru Road to Market Drive, via the wastewater system of the Century Grove lands. The Century Grove wastewater sewer system was designed to accommodate flows from the Royal Park South lands. The Market Drive sewer was recently reconstructed for a portion of its length and extended to Peru Road just north of the 16 Mile Creek watercourse. The Market Drive wastewater main was sized to accommodate sanitary flows from the entire Milton Heights Community. This infrastructure provides the wastewater outlet for the proposed development. The proposed wastewater sewer diameters range from 250 mm to 375 mm with an average slope of approximately 0.3%. Internal sanitary sewers will be constructed along the proposed streets and individual service connections will be provided for each unit within the development. Please refer to Figure 6 for preliminary sanitary drainage concept and profile. Sanitary sewer design sheets are included in Appendix C. The Region of Halton 2011 Master Servicing Plan does not identify any Development Charge wastewater infrastructure to service the entire Milton Heights Community.




7. WATER DISTRIBUTION

The proposed development is located within the extension of the Region of Halton Zone ML-5 Lake-Based Water District. Existing residential properties in this area are serviced by the well-based Milton Well Water Supply system which consists of a 500mm diameter watermain along 3rd Sideroad and Peru Road through the subject lands. Genivar Inc. was retained to assess the water distribution system. Appendix D contains the results of their analysis. An existing 450mm transmission main (lake-based supply) located at Highway 401 east of the proposed development will provide the water supply for the site. The proposed development is within the elevation range of 211.8m to 216.2m and can be serviced by a single feed connection (300mm) to the existing lake-based watermain at Highway 401. This connection is temporary and is only required until the 450mm Tremaine Road feedermain on New Tremaine Road is installed and operational. Refer to Figure 7 for watermain locations and Appendix D for the analysis the water distribution system. As per typical road cross sections, the watermain is located on the same side as the sidewalk, on single loaded roads. Please refer to sidewalk location plan on Figure 8. Individual service connections will be provided to the lots within the development from the watermain on the fronting street. 8. SIDEWALK NETWORK

As per typical road cross sections, the sidewalk is generally located on the same side of the right of way from the watermain. A sidewalk layout is included as part of this submission (refer to Figure 8) which illustrates how the proposed sidewalk layout will provide a link to the various blocks within the proposed subdivision.




9. PROPOSED ROAD CROSS SECTIONS AND LANEWAYS

There are several ROW types within the proposed development. 9.1. Local Roads (16m ROW) The Town of Milton standard 16m ROW is proposed for local roads within the proposed subdivision. The ROW dimensions are based on Town of Milton standard Drawing No. E-2. 9.2. 3rd Side Road (24m ROW) 3rd Side Road is an east/west collector road which runs along the northern limit of the proposed development. The existing 3rd Side Road will be urbanized as per Figure 9 and will ultimately have a 24m ROW section. This 24m ROW width will be obtained by combining a 4.0m widening with the existing 20m ROW. On-street parking will be provided, and the minimum number of lane widths is recommended as a calming feature to prevent speeding. 9.3. Street 'A' (20m ROW) Street "A" which will run through the middle of the proposed development will have a 20m ROW. The ROW dimensions are based on Town of Milton standard Drawing No. E-3. 9.4. New Tremaine Road The New Tremaine Road alignment will be designed by others. All information currently available for New Tremaine Road has been reviewed to ensure that it is compatible with the contents of this FSR Report. 10. EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION

The erosion and sediment control plan for the site will be designed in conformance with the Town of Milton and Conservation Halton guidelines. Erosion and sediment control will be implemented for all construction activities including topsoil stripping, foundation excavation and stockpiling of materials. The following erosion and sediment control measures will be installed and maintained during construction: A temporary sediment control fence will be placed prior to grading. Use of the permanent facility as a temporary silt basin Sediment traps will be provided




Gravel mud mats will be provided at construction vehicle access points to minimize off-site tracking of sediments

All temporary erosion and sediment control measures will be routinely inspected and repaired during construction. Temporary controls will not be removed until the areas they serve are restored and stable.

Erosion and Sediment control drawings will be completed as part of the detailed design. 11. CONCLUSIONS

This report has clearly demonstrated that: The proposed storm drainage system is compatible with the Subwatershed Impact Study

within the Sherwood Survey Secondary Plan and MOE guidelines. The proposed development can be serviced on full municipal services in accordance with

the approved servicing strategies for the Sixteen Mile Creek, Sherwood Survey, Subwatershed Management Study.

Report Prepared by: Andrew Fata, M.Sc., P.Eng. Associate, Water Resources

Sean McKoy, P. Eng. Project Manager




Appendix A

Geotechnical Investigation

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SHAD & ASSOCIATES INC. GEOTECHNICAL, ENVIRONMENTAL AND MATERIALS CONSULTING ENGINEERS

83 Citation Drive, Unit 9

Vaughan, Ontario,

L4K 2Z6

Tel: (905) 760-5566

Fax: (905) 760-5567

www.shadinc.ca

July 15, 2011 Reference No. : T11284 Royal Park Homes and Century Grove Homes c/o Urbantech Consulting 25 Royal Crest Court, Unit 201 Markham, Ontario L3R 9X4

Attention: Mr. David Leighton, CET President Dear Mr. Leighton, Re: GEOTECHNICAL INVESTIGATION REPORT

PROPOSED CHANNEL, STORMWATER MANAGEMENT PONDS & 3RD SIDEROAD SERVICING MILTON HEIGHTS 3RD SIDEROAD & TREMAINE ROAD MILTON, ONTARIO

Please find enclosed the Geotechnical Investigation Report prepared for the above captioned project. Should you have any questions or require any clarifications, please do not hesitate to contact our office. We thank you for giving us this opportunity to be of service to you. Sincerely, Shad & Associates Inc.

Houshang Shad, Ph.D., P. Eng. Principal

GEOTECHNICAL INVESTIGATION REPORT PROPOSED CHANNEL, STORMWATER MANAGEMENT PONDS &

3RD SIDEROAD SERVICING MILTON HEIGHTS

3RD SIDEROAD & TREMAINE ROAD MILTON, ONTARIO

Submitted to:

Royal Park Homes & Century Grove Homes c/o Urbantech Consulting

25 Royal Crest Court, Unit 201 Markham, Ontario

L3R 9X4

Attention:

Mr. David Leighton, CET

Submitted by:

Shad & Associates Inc. 83 Citation Drive, Unit 9

Vaughan, Ontario, L1K 2Z6 Canada

Tel: (905) 760-5566 Fax: (905) 760-5567

July 15, 2011

T11284

Royal Park Homes & Century Grove Homes c/o Urbantech Consulting Geotechnical Investigation Report Proposed Channel, SWM Ponds & 3

rd SDRD Servicing

Tremaine Rd and 3rd SDRD, Milton, Ontario

Reference Number: T11284 July 15, 2011

F/F Page 1

TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................ 3

2.0 INVESTIGATION PROCEDURES .................................................................................. 3

3.0 SUB-SURFACE CONDITIONS ...................................................................................... 4

3.1 Proposed Channel .............................................................................................. 4

3.1.1 Topsoil and Ploughed Fill ........................................................................ 4

3.1.2 Silty Clay / Clayey Silt Till ........................................................................ 5

3.1.3 Silty Sand to Sandy Silt and Silt .............................................................. 5

3.1.4 Clayey Silt ............................................................................................... 6

3.1.5 Groundwater Conditions .......................................................................... 6

3.2 Proposed SWM Pond S43 .................................................................................. 8

3.3 Proposed Stormwater Management S44 ............................................................ 9

3.4 Proposed 3RD Sideroad Servicing.......................................................................10

4.0 DISCUSSION AND RECOMMENDATIONS ..................................................................12

4.1 Proposed Channel .............................................................................................12

4.1.1 Channel Excavation and Construction Dewatering .................................12

4.1.2 Channel Construction .............................................................................13

4.1.3 Culvert Foundations ..............................................................................13

4.1.4 Slope Stability Analysis ..........................................................................14

4.2 Proposed Stormwater Management Pond S43 ..................................................15


4.2.2 Pond Excavation and Construction Dewatering ......................................16

4.2.3 Pond Construction ..................................................................................17

4.2.4 Concrete Headwalls ..............................................................................17

4.3 Proposed Stormwater Management Pond S44 ..................................................18


4.3.2 Pond Excavation and Construction Dewatering ......................................19

4.3.3 Pond Construction ..................................................................................20

4.3.4 Concrete Headwalls ..............................................................................20

4.4 Proposed Servicing for 3rd Sideroad ...................................................................21

4.4.1 Trenching ...............................................................................................21

4.4.2 Bedding ..................................................................................................22

4.4.3 Backfill ....................................................................................................22

4.4.4 Pavement Thickness ..............................................................................23

4.5 Engineered Fill ...................................................................................................24

5.0 CLOSURE .....................................................................................................................25

STATEMENT OF LIMITATIONS

FIGURES Figure 1 Site Location Plan Figure 2 Borehole Location Plan


rd SDRD Servicing



F/F Page 2

ENCLOSURES Enclosure A: Record of Boreholes & Test Pits Explanation of Borehole Logs Enclosure B: Soil Profiles Enclosure C: Slope Stability Analysis Results for the Proposed Channel & Stormwater Management Ponds


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F/F Page 3

1.0 INTRODUCTION

As requested, Shad & Associates Inc. has prepared a geotechnical investigation report for the proposed channel, Stormwater Management Ponds S43 and S44 as well as for servicing of 3rd Sideroad from Milton Heights Crescent to Peru Road as part of Milton Heights development, in Milton, Ontario, as shown in Figure 1. The purpose of this geotechnical investigation was to obtain information about the subsurface

conditions at the site by means of a number of boreholes and test pits. Based on our

interpretation of the data obtained, recommendations are provided on the geotechnical aspects

of the proposed construction. It should be noted that the environmental aspects of this site are

beyond our current scope of work.

We wish to mention that concurrent with our geotechnical investigation at the property, the

hydrogeological condition of the site was also being assessed jointly by R.J. Burnside

(‘Burnside’) and AMEC. Their report should be referenced for more information.

This report contains the findings of our geotechnical investigation, together with our

recommendations and comments. These recommendations and comments are based on factual

information and are intended only for use by the design engineer.

We recommend on-going liaison with Shad & Associates Inc. during the design and construction

phases of the project to ensure that the recommendations provided in this report are applicable

and/or correctly interpreted and implemented. Also, any queries concerning the geotechnical

aspects of the proposed project should be directed to Shad & Associates Inc. for further

elaboration and/or clarification.

2.0 INVESTIGATION PROCEDURES

The fieldwork for this investigation was carried out during the period of June 16, 17, 20, 27 and

July 5, 2011 and it consisted of drilling and sampling altogether thirteen boreholes and

excavating seven test pits at the locations shown on the Borehole & Test Pit Location Plan,

Figure 2. The depth of the boreholes ranged from about 4.3 m to 8.8 m and those for the test

pits ranged from approximately 4.1 to 5.9 m below existing ground surface. All the boreholes

were equipped with piezometers or nested monitoring wells (as requested by the project

hydrogeologists).

The borehole and test pit locations were staked out in the field by Holding Jones Vanderveen

Surveying Limited, O.L.S., who also provided us with their geodetic ground surface elevations.

The boreholes were advanced using solid or hollow stem continuous flight augers, with a track-mounted power auger drilling rig, under the full-time supervision of experienced geotechnical personnel from our office. In the boreholes, soil samples were obtained at regular intervals


rd SDRD Servicing



F/F Page 4

(0.75 m) in accordance with Standard Penetration Test (SPT) procedures, as specified by ASTM D1586 Standard. This consists of freely dropping a 63.5 kg (140 lbs) hammer a vertical distance of 0.76 m (30 inches) to drive a 51 mm (2 inches) diameter o.d. split-barrel (split spoon) sampler into the ground. The number of blows of the hammer required to drive the sampler into the relatively undisturbed ground by a vertical distance of 0.30 m (12 inches) is recorded as the SPT ‘N’ value of the soil and this gives an indication of the consistency or the relative density of the soil deposit. The test pits were excavated by a John Deere 992 Excavator provided by the Client and they were supervised by senior staff from Shad. During the excavation of Test Pits 1, 2 and 4, senior staff from Burnside and AMEC were also present.

All collected soil samples were transported to our Soils Laboratory in sealed containers for

further examination and laboratory testing. Laboratory tests, consisting of natural moisture

content determinations, Atterberg Limits Tests and Gradation analysis were performed on

selected samples. The results of the in-situ and laboratory tests are presented on the

corresponding Record of Borehole Sheets, Enclosure A.

It should be noted that samples obtained during this investigation will be stored in our Soils Laboratory for three months and will be disposed thereafter.

3.0 SUB-SURFACE CONDITIONS

The stratigraphic units and groundwater conditions for the different aspects of the development

are discussed separately in the following sections. For more detailed information, reference

should be made to the Record of Borehole Sheets.

3.1 Proposed Channel (Boreholes BH1 to 7 & 13A)

3.1.1 Topsoil and Ploughed Fill

As the boreholes were drilled within a ploughed field, they all encountered a surficial topsoil

and/or ploughed/disturbed fill generally extending down to depths ranging from 0.3 to 0.7 m

below existing ground surface. However, at the location of Boreholes 3 and 7, these layers were

found to be thicker, extending down to 1.4 m and 1.5m, respectively.

It should however be noted that the thickness and quality of topsoil and fill can vary in between

and beyond the borehole locations, and therefore, we recommend that allowance be made for

possible variations when making estimates.


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F/F Page 5

3.1.2 Silty Clay / Clayey Silt Till

This is the dominant soil type at the site and was encountered at all borehole locations

extending from below the surficial topsoil and/or ploughed fill to depths ranging from 0.7 m at

Borehole 1 to at least 5.8 m below existing grade in Borehole 13A. Occasional to some sand

and silt seams were also noted in some boreholes. This glacial deposit was again contacted at

lower elevations at most borehole locations.

Standard Penetration Tests were performed within the silty clay / clayey silt till deposit and the

recorded ‘N’-values were found to range widely, generally from 10 to 29 with occasional lower

values of down to 5 blows/0.3 m (measured immediately below the topsoil and/or ploughed fill)

and higher values of up to 42 blows/0.3 m. Considering these results as well as visual and

tactile examination of the recovered soil samples, the silty clay / clayey silt till is firm to hard but

generally stiff to very stiff.

Representative samples from this deposit were also tested for Natural Moisture Content and the

results were found to predominantly range from 8 to 18%, indicating a damp condition.

However, occasional higher values of up to 22% were also measured within the organic stained

portion of the till deposit, contacted immediately below the topsoil/ploughed fill.

Two representative samples from the fine grained glacial deposit were tested in the laboratory

for gradation. The results are presented on the appropriate Borehole Log sheets and are

summarized below:

Gravel: 2 to 3%

Sand: 8 to 12%

Silt: 57 to 59%

Clay: 29 to 30%

It should be noted that due to their formation, occasional cobbles and/or boulders should always

be expected with the glacial deposit.

3.1.3 Silty Sand to Sandy Silt and Silt Interbedded in the cohesive clayey deposits, all boreholes encountered a basically cohesionless to occasionally slightly cohesive deposit which ranged in composition from silty sand to sandy silt to silt with trace to some clay. These deposits were contacted at a higher Elevation of 217.3 m in Borehole 1, dropping in a west to east direction to Elevation 206.1 m in Borehole 7. At Borehole 13A, only a 0.3 m thick silt interbedding was contacted at about Elevation 207.3 m. The measured SPT ‘N’-values within the silty sand, sandy silty and silt deposits were found to generally range from 9 to 24 blows/0.3 m, indicating a loose to compact but generally compact


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relative density. However, a lower value of 1 blow/0.3 m was also measured in Borehole 2, which is believed to be due to water effect. Gradation analysis tests were performed on samples from the silty sand and silt layers and the results are summarized below: Silty Sand Gravel: 0% Sand: 63% Silt: 35% Clay: 2% Silt, some clay Gravel: 0% Sand: 7% Silt: 78% Clay: 15% Samples from silty sand, sandy silt and silt were also tested for Natural Moisture content and the results were found to range from 17 to 20%, 19% and 16 to 24%, respectively. Considering these results as well as the visual and tactile examination of the recovered soil samples, these deposits were found to be generally moist to wet.

3.1.4 Clayey Silt

Clayey Silt was encountered at Boreholes 1 and 2, extending from 3.6 to 4.4 m and 3.9 m to borehole completion at 5.0 m, respectively. The clayey deposit was noted to be firm to stiff and moist to wet with recorded ‘N’-values of 5 to 12 blows/0.3 m penetration and measured moisture content values of 19 to 25%.

3.1.5 Groundwater Conditions

Groundwater conditions were monitored during and upon the completion of drilling as well as by installing standpipe piezometers or nested monitoring wells in all boreholes. The results are summarized below in Table 1.


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Table 1: Measured Groundwater Data along Proposed Channel

Borehole Ground Surface Elevation (m)

Groundwater Level Upon Borehole Completion (m)

Groundwater Level Measured In Well/Piezometer on June 27, 2011

Groundwater Level Measured In Well/Piezometer on July 5, 2011

BH 1 Shallow Deep

218.0 m 4.6 m (El.213.4 m)

0.2 m (El.217.8 m) 0.0 m (El.218.0 m)

0.3 m (El.217.7 m) 0.2 m (El.217.8 m)

BH 2 Shallow Deep

216.7 m 4.6 m (El.212.1 m) 0.5 m (El.216.2 m) 0.4 m (El. 216.3m)

0.5 m (El.216.2 m) 0.6 m (El.216.1 m)

BH 3 Shallow Deep

215.3 m Dry 0.4 m (El. 214.9 m) 0.8 m (El. 214.5 m)

0.6 m (El. 214.7m) 0.9 m (El. 214.4m)

BH 4 Shallow Deep

215.5 m Dry 0.1 m (El.215.4 m) 0.0 m (El. 215.5m)

0.2 m (El.215.3 m) 0.6 m (El.214.9 m)

BH 5 Shallow Deep

216.4 m 7.5 m (El.208.9 m) 0.1 m (El.216.3 m) 0.7 m (El.215.7 m)

0.5 m (El.215.9 m) 0.6 m (El.215.8 m)

BH 6 Shallow Deep

213.7 m Dry 0.9 m (El.212.8 m) 2.8 m (El.210.9 m)

0.3 m (El.213.4 m) 0.6 m (El.213.1 m)

BH 7 Shallow Deep

211.6 m Dry Dry 0.1 m (El.211.5 m)

3.8 m (El.207.8 m) 0.0 (El.211.6 m)

BH 13A

212.6 m Dry 0.4 m (El.212.2 m) 0.5 m (El.212.1 m)

Considering the above information, and the soil color change from brown to grey, we are of the

opinion that the silty sand to sandy silt to silt layers and/or seams are under some artesian

conditions.

It should also be pointed out that the groundwater at the site would fluctuate seasonally and can

be expected to be somewhat higher during the spring months and in response to major weather

events.


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3.2 Proposed SWM Pond S43 (Boreholes 5, 6 and 13A)

Considering the subsurface conditions encountered at Boreholes 5, 6 and 13A, located in close vicinity to SWM Pond S43, below a surfical topsoil and/or ploughed fill, extending down to about 0.7 m, the site is predominantly underlain by silty clay / clayey silt till. However, silt and/or sandy silt layers or interbeddings were also encountered at all three borehole locations at Elevations 211.2 m, 209.3 m and 207.3 m, respectively. A gradation analysis was performed on a clayey silt till deposit and the results are summarized below: Gravel: 2% Sand: 12% Silt: 57% Clay: 29% Standard Penetration Tests were performed in the boreholes and the recorded ‘N’-values within the silty clay / clayey silt till were found to range widely from 10 to 42 blows/0.3 m penetration, indicating a stiff to hard, but generally very stiff consistency. Samples from the clayey till deposit were also tested for moisture content and the results were found to range from 8 to 16%, with a higher value of 22% measured immediately below the fill layer in Borehole 5. Considering these results, the silty clay / clayey silt till is generally damp. The measured ‘N’-values within the silt and sandy silt ranged from 10 to 14 blows/0.3 m penetration, indicating a compact relative density. Samples collected from these layers were also tested for Natural Moisture Content and the results were found to range from 17 to 24%. Based on these results as well as the visual and tactile examination of the recovered soil samples, the silt and sandy silt is generally moist and occasionally wet. Groundwater conditions at the proposed SWM Pond S43 were monitored during and upon the completion of drilling as well as by installing nested wells in Boreholes 5 and 6 as well as a standpipe piezometer in Borehole 13A. The results are summarized below in Table 2.

Table 2: Measured Groundwater Data for the Proposed SWM Pond S43





BH 5 Shallow Deep

216.4 m 7.5 m (El.208.9 m) 0.1 m (El.216.3 m) 0.7 m (El.215.7 m)

0.5 m (El.215.9 m) 0.6 m (El.215.8 m)

BH 6 Shallow Deep

213.7 m Dry 0.9 m(El.212.8 m) 2.8 m (El.210.9 m)

0.3 m (El.213.4 m) 0.6 m (El.213.1 m)

BH 13A 212.6 m Dry 0.4 m (El.212.2 m) 0.5 m (El.212.1 m)


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opinion that the sandy silt to silt layers and/or seams are under some artesian conditions.

It should however be pointed out that the groundwater at the site would fluctuate seasonally and

can be expected to be somewhat higher during the spring months and in response to major

weather events.

3.3 Proposed Stormwater Management S44 (Boreholes 8 and 9)

Considering the subsurface conditions encountered at Boreholes 8 and 9, located within the pond footprint, below a surficial topsoil and/or ploughed fill, extending down to about 0.7 m, the site is predominantly underlain by a silty clay / clayey silt glacial till deposit. However, a medium sand layer was also contacted near the surface, immediately below the fill in Borehole 9. The recorded ‘N’-values within the silty clay / clayey silt till were found to range widely from 11 to 47 blows/0.3 m penetration, indicating a stiff to hard, but generally very stiff to hard consistency. Samples from the clayey till deposit were also tested for natural moisture content and the results were found to range from 6 to 15%. Considering these as well as visual and tactile examination of the recovered soil samples, the silty clay / clayey silt till is generally damp. Atterberg Limits tests were also performed on a representative sample from this deposit and the results are summarized below: LL: 30% PL: 19% PI: 11% The results are indicative of low plasticity clays. The medium sand deposit contacted below the fill layer in Borehole 9 was found to be in a compact and moist state. The recorded ‘N’-value was 22 blows/0.3 m and the measured moisture content was 11%. Groundwater conditions at the proposed SWM Pond S44 were monitored during and upon the completion of drilling as well as by installing nested wells in each borehole. The results are summarized below in Table 3.


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Table 3: Measured Groundwater Data for the Proposed SWM Pond S44





BH 8 Shallow Deep

211.2 m Dry Dry Dry

Dry 6.6 m (El.204.6 m)

BH 9 Shallow Deep

210.5 m 5.3 m (El.205.2 m) 0.7 m(El.209.8 m) 0.1 m (El.210.4 m)

0.0 m (El.210.5 m) 1.0 m (El.209.5 m)


opinion that some artesian condition is present in the vicinity of Borehole 9.



weather events.

3.4 Proposed 3RD Sideroad Servicing (Boreholes 10A to 13A)

Considering the subsurface conditions encountered at Boreholes 10A to 13A drilled along the alignment, north of the existing road, below the pavement structure and ploughed fill in Borehole 10A and the surfical topsoil and ploughed fill in the remaining borehole locations, extending to depths ranging from about 0.6 m to 0.9 m, the site is predominantly underlain by a silty clay/clayey silt till deposit. However, occasional interbeddings of silt and silty sand were also encountered at the site. Some clayey silt was also contacted near the completion of Boreholes 10A (extending from about 5.2 to 8.3 m below existing grade) and 11A (below a depth of about 7.8 m). Standard Penetration Tests were performed within the silty clay/clayey silt till and they resulted in ‘N’-values ranging widely from 10 to 45 blows/0.3 m penetration, indicating a stiff to hard but generally very stiff to hard consistency. Samples from this deposit were also tested for moisture content and the results were found to range from 5 to 18%. Considering these results as well as the visual and tactile examination of the recovered samples, the silty clay/clayey silt till is generally damp. The characteristics of a representative sample from the silty clay/clayey silt till deposit was further analysed by carrying out gradation and Atterberg Limits tests. The results are summarized below: Gravel: 1% Sand: 11% Silt: 63%


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Clay: 25% LL: 30% Pl: 19% PI: 11% The Atterberg Limits results are indicative of low plasticity clays. The silt to silty sand interbedding layers encountered in Boreholes 11A to 13A, were found to be compact to dense and moist with recorded ‘N’-values of 18 to 45 blows/0.3 m and measured moisture content values of 17 to 21%. A gradation analysis was performed on a sample collected from the silty layer in Borehole 11A and the following results were obtained: Gravel: 0% Sand: 8% Silt: 73% Clay: 19% The clayey silt layer encountered at lower elevations in Borehole 10A and 11A were noted to be moist (with measured moisture content values of 19 to 25%) but firm to stiff in Borehole 10A (with measured ‘N’-values of 6 to 9 blows/0.3 m) and very stiff in Borehole 11A (with a recorded ‘N’-value of 22 blows/0.3m). It should be noted that due to their formation, occasional cobbles and/or boulders should always

be expected with the glacial deposit.

Groundwater conditions at the boreholes drilled for the proposed road servicing were monitored during and upon the completion of our drilling as well as by installing standpipe piezometers in each of the boreholes. The results are summarized below in Table 4.

Table 4: Measured Groundwater Data for Proposed 3RD Sideroad Servicing



Groundwater Level Measured In Piezometer on June 27, 2011

Groundwater Level Measured In Piezometer on July 7, 2011

BH 10A 215.7 m 7.6 m (El.208.1 m) Flowing 0.1 m (El.215.6 m)

BH 11A 215.0 m 7.4 m (El.207.6 m) 0.0 m (El.215.0 m) +1.5 m (El.216.5 m)

BH 12A 213.3 m 6.5 m (El. 206.8 m) 0.0 m (El.213.3 m) +1.6 m (El.214.9 m)

BH 13A 212.6 m Dry 0.4 m (El.212.2 m) 0.5 m (El.212.1 m)

Considering the above information and the soil color change from brown to grey, the site is

under some artesian conditions.



weather events.


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4.0 DISCUSSION AND RECOMMENDATIONS

4.1 Proposed Channel (Boreholes 1 to 7, 13A & Test Pits 1 to 6) According to the information provided to us by Urbantech Consulting (Grading Concept, Figure 2, dated March 2011), the channel identified as NW-2-G1 will commence near the northwest end of the site at an invert elevation of 215.25 m, running along the north and then east boundaries and it will connect to the existing Channel NW-2-G1 located south of the 3rd Sideroad. Near its termination, the proposed channel will have an invert elevation of 209.98 m. Along its alignment, the proposed channel will pass under the future Tremaine Rd through a 105 m long culvert. Boreholes 1 to 7, 13A and Test Pits 1 to 6 were located along the proposed channel alignment. Considering the ground surface elevations at the boreholes and test pits and the proposed channel inverts, the channel will predominantly occur in cut. Some engineered fill will however be required for the channel wall. The subsurface conditions encountered at Boreholes 1 to 7 and 13A are summarized in the soil profile presented in Drawing No. 1 of Enclosure B. The proposed channel invert is also identified on the drawing. Considering this, apart from part of its initial north leg that will occur within the loose to compact silty sand to silt, the remainder of the channel should generally be formed in a firm to hard but generally stiff to very stiff silty clay/clayey silt till. Furthermore, the boreholes have shown that the silty sand and silt layers are under some artesian conditions. In order to confirm excavate-ability and groundwater conditions, six large test pits (i.e., TP 1 to 6) were excavated to well below the proposed channel invert and they were left open for periods ranging from 0.5 hr to 1 hr and 40 minutes. During this time, only minor seepage was noticed from the silt and silty sand contacted at the TP 1 and 2 excavated near the north part of the channel, and the remainder were found to be dry. It should however be noted that some surface run-off was also noticed from TP6 excavated near channel termination, close to the existing Channel NW-2-G1.

4.1.1 Channel Excavation and Construction Dewatering Considering the existing and proposed grades as well as the subsurface conditions encountered at Boreholes 1 to 7 and 13A, as well as Test Pits TP1 to 6, below the surfical topsoil and ploughed fill, the excavation for the channel would predominantly occur in a firm to hard, but generally stiff to very stiff silty clay/clayey silt till. However, near its commencement, some loose to compact silty sand and silt will also be contacted. All excavations should be carried out in accordance with the Ontario Health and Safety

Regulations. The soils to be excavated can be classified as follows:

Topsoil and Ploughed Fill Type 3

Loose to Compact Silty Sand, Silt (above groundwater) Type 3


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Firm to Stiff Silty Clay/Clayey Silt Till Type 3

Very Stiff to Hard Silty Clay/Clayey Silt Till Type 2

Accordingly, a side slope of 1H:1V is required for excavations in accordance with the Ontario

Health and Safety Regulations. However, in Type 2 soils, the bottom 1.2 m of excavations

within the very stiff to hard silty clay/clayey silt till, could be kept vertical. Also near the surface

and below the groundwater level within the silty sand and silt deposits, flatter slopes may be

required.

Stockpiles of excavated materials should be kept at least 5.0 m from the edge of the excavation

to avoid slope instability. Care should also be taken to avoid overloading of any underground

services/structures by stockpiles.

During excavation, minor seepage is expected from the firm to hard silty clay/clayey silt till and this should be manageable by filtered sump pumps, if required. However, increased seepage should be expected when excavating the silty sand and silt layers. However, considering the amount of seepage noted at the test pits, we are of the opinion that the seepage should still be manageable with increased number of sumps, if required. We request this to be confirmed by the project hydrogeologits.

4.1.2 Channel Construction Considering the highwater level and the presence of silty sand and silt deposits at or close to the channel invert north of Borehole 5, some protection would be necessary to minimize hydraulic fracturing and erosion of the flood plain, channel walls and the base. We recommend the protection layer to consist of at least 500 mm of crushed gabion stone (between 150 mm and 12 mm) and this should be separated from the subgrade by a suitable filter fabric, such as Terrafix 270R or approved equal. South of Borehole 5, Channel wall and base are recommended to be covered with at least 0.3 m of topsoil and to be vegetated to minimize surface erosion. Full-time qualified geotechnical engineering supervision should be provided during the

excavation and construction of the channel to ensure that adequate protective measures are

taken when necessary.

4.1.3 Culvert Foundations

According to Grading Concept plan prepared by Urbantech, we understand that culvert structures are proposed at the site, one close to Highway 401 and another to provide conveyance below New Tremaine Road. However, the inverts were not available for our review. Based on the subsurface conditions encountered at the Boreholes 1 and 4 drilled closest to the proposed culverts, the undisturbed native deposits should provide adequate support for the proposed footings. We suggest that once the project details are finalized, we should be given the opportunity to provide additional recommendation.


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4.1.4 Slope Stability Analysis Considering the difference in elevations between the proposed grades for channel floor and the subdivision, being highest near the northwest part of the site, slope stability analysis was carried for the proposed steepest side slope of 3H:1V, as shown in Figure 3.1. The stability of the assumed section was analysed under the following conditions: -During Construction (undrained condition), -Normal Operation (drained condition) and -Under Regional Flood (undrained condition). The assumed cross-section was analyzed using the conservative soil parameters shown in Table 5. These were determined based on the subsurface condition encountered at borehole locations, the field and laboratory tests performed, our experience with similar site conditions as well as published geotechnical data. It should be noted that we have assumed the existing topsoil and any ploughed fill to be stripped and the grade to be raised to the proposed design elevations using clayey engineered fill.

Table 5: Assumed Geotechnical Parameters

Soil Type Bulk Unit Weight

(kN/m3)

Shear Strength Parameters

C’ (kPa)

ΦΦΦΦ’ (degree)

Cu (kPa)

ΦΦΦΦu

(degree)

Engineered Clayey Fill 20.0 0 32 80 0

Firm Silty Clay/Clayey Silt Till

18.0 0 25 40 0

Compact Silty Sand

18.0 0 30 0 30

Stiff Clayey Silt

18.5 0 28 50 0

For slope stability analysis, computer program Slope/W 2007 and the Bishop’s Simplified method for the calculation of the factor of safety (FOS) for slip surface were used. For a stable slope, we recommend a minimum FOS value of 1.5. The results of the analysis are shown in Enclosures C-1 to C-3. Accordingly, the calculated FOS values for assumed cross-section are above the recommended minimum value of 1.5 and are therefore considered to be stable.


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4.2 Proposed Stormwater Management Pond S43 (Boreholes 5, 6 and 13A) According to the information provided to us by Urbantech Consulting (Stormwater Management Facility, Figure No.4, dated March 2011), some of the design details for pond are summarized below: Pond Bottom Invert: 210.00 m Normal Water Level (NWL): 211.30 m High Water level (HWL): 212.50 m Considering the above information and the existing grades at the site, the pond will generally be in cut but some engineered fill will be required towards the south end to raise the grades to the design level. The subsurface conditions encountered at Boreholes 5, 6 and 13A are summarized in the soil profile presented in Drawing No. 2 of Enclosure B. Considering this, the pond bottom and walls should generally occur within the stiff to hard but generally very stiff to hard silty clay/clayey silt till. However in the vicinity of Borehole 5, the bottom 1 m of the pond wall would occur within the moist to wet and compact silt.

4.2.1 Slope Stability Analysis Considering the above details, the stability of the pond walls was analyzed under the following conditions for the assumed cross-section through the east wall, as shown in Figure 3.2: -During Construction (undrained condition), -Normal Water Level (drained condition), -High Water Level (drained condition) and -Rapid Drawdown (undrained condition). The assumed cross-section was analyzed using the conservative soil parameters shown in Table 6. These were determined based on the subsurface condition encountered at the borehole locations, the field and laboratory tests performed, our experience with similar site conditions as well as published geotechnical data.


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(kN/m3)


C’ (kPa)


Cu (kPa)

ΦΦΦΦu

(degree)

Very Stiff to Hard Silty Clay/ Clayey Silt Till

21.5 10 32 150 0

Compact Silt

17 0 25 0 23

Stiff Silty Clay Till

18.5 0 30 75 0

Engineered Fill 20.0 0 32 80 0

For slope stability analysis, computer program Slope/W 2007 and the Bishop’s Simplified method for the calculation of the factor of safety (FOS) for slip surface were used. For a stable slope, we recommend a minimum FOS value of 1.5. The results of the analysis are shown in Enclosures C-4 to C-7. Accordingly, the calculated FOS values for the assumed cross-section are above the recommended minimum value of 1.5 and are therefore considered to be stable.

4.2.2 Pond Excavation and Construction Dewatering Considering the existing and proposed grades as well as the subsurface conditions encountered at Boreholes 5, 6 and 13A as well as Test Pits 3 and 4, below the surfical topsoil and ploughed fill, the excavation for the pond would generally occur in a stiff to hard but generally very stiff to hard silty clay/clayey silt till. However, below an elevation of about 211 m in the vicinity of Borehole 5, moist to compact silt should also be anticipated. Furthermore, the boreholes have shown that the silt layer is under some artesian condition. All excavations should be carried out in accordance with the Ontario Health and Safety



Stiff Silty Clay / Clayey Silt Till Type 3

Compact Silt (above groundwater) Type 3

Very stiff to hard Silty Clay/Clayey Silt Till Type 2



within the very stiff to hard silty clay/clayey silt till, could be kept near vertical. Also near the

surface and below the groundwater level within the silt deposit, flatter slopes may be required.


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During excavation, minor seepage is expected from the stiff to hard silty clay/clayey silt till and this should be manageable by filtered sump pumps, if required. However, increased seepage should be expected when the excavation is extended below and into the compact silt. Considering the groundwater seepage at the two test pits excavated within the pond footprint, the seepage from the silt layer should also be manageable by increased sump pumps, if required. We recommend this to be confirmed by the Project Hydrogeologists.

4.2.3 Pond Construction Considering the highwater level and the presence of silt and sandy silt deposits at or close to the pond bottom on the north half of the pond, similar to the channel construction, some protection would be necessary to minimize hydraulic fracturing and erosion of the pond walls and base. We recommend the protection layer to consist of at least 500 mm of crushed gabion stone (between 150 mm and 12 mm) and it should be separated from the subgrade by a suitable filter fabric, such as Terrafix 270R or approved equal. Furthermore, depending on the amount of seepage from the silt layer, the use of a filtered subdrain may be required and this should be connected to a frost-free outlet. The surface of the silt and sandy silt should also be plugged with at least 0.5 m of compacted clay. This option and its appropriate design should be further assessed should be necessary.

Full-time qualified geotechnical engineering supervision should be provided during the

excavation and construction of the pond to ensure that adequate protective measures are taken

when necessary.

4.2.4 Concrete Headwalls

According to the information provided by Urbantech, concrete head walls will be placed on the south end of the pond at an invert elevation of 210.00 m. Borehole 13A is located close to the proposed structures. Based on the subsurface conditions encountered at this borehole, the head walls will be founded on a very stiff to hard silty clay/clayey silt till and is considered to be capable of supporting the proposed structures for the SWM facility and they could be designed with a Factored Geotechnical Resistance at ULS (with a Geotechnical Resistance Factor of 0.5) and Recommended Geotechnical Reaction at SLS of 225 kPa and 150 kPa, respectively.

The minimum footing sizes, footing thickness, excavations and other footing requirements

should be designed in accordance to the latest edition of the Ontario Building Code. The footing

subgrade should be inspected and evaluated by the Geotechnical Engineer prior to concreting

to ensure that the footings are founded on competent subgrade capable of supporting the

recommended design pressure.


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Design frost penetration depth for the general area is 1.2 m. Therefore, a permanent soil cover

of 1.2 m or its thermal equivalent is required for frost protection of foundations.

For footings designed and constructed in accordance with the above recommendation, the total settlement should be less than 25 mm.

In conformance to the Criteria in Table 4.1.8.4.A, Part 4, Division B of the National Building

Code (NBC 2005), for footings designed as recommended above, the subject site is classified

as Site Class “D-Stiff Soils”. The four values of the Spectral Response Acceleration Sa(T) for

the different periods and the peak ground acceleration (PGA) can be obtained from Table C-2 in

Appendix C, Division B of the NBC (2005). The design values of Fa and Fv for the project site

should be calculated in accordance to Table 4.1.8.4.B and C.

4.3 Proposed Stormwater Management Pond S44 (Boreholes 8 and 9) According to the information provided to us by Urbantech Consulting (Stormwater Management Facility, Figure No.5, dated March 2011), some of the design details for the pond are summarized below: Pond Bottom Invert: 207.00 m Normal Water Level (NWL): 208.50 m Extended Detention Level (ExDL): 209.50 m High Water level (HWL): 210.30 m Considering the above information and the existing grades at the site, the pond will generally be in cut but some engineered fill will also be required towards the south end to raise the grades to the design level. The subsurface conditions encountered at Boreholes 8 and 9 are summarized in the soil profile presented in Drawing No. 3 of Enclosure B. Considering this, the pond bottom and walls should generally occur within the stiff to hard but generally very stiff to hard silty clay/clayey silt till.

4.3.1 Slope Stability Analysis Considering the above details, the stability of the pond walls was analyzed under the following conditions for an assumed cross-section through the north wall, as shown in Figure 3.3: -During Construction (undrained condition), -Normal Water Level (drained condition), -High Water Level (drained condition) and -Rapid Drawdown(undrained condition). The assumed cross-section was analyzed using the conservative soil parameters shown in Table 7. These were determined based on the subsurface condition encountered at the


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borehole locations, the field and laboratory tests performed, our experience with similar site conditions as well as published geotechnical data.



(kN/m3)


C’ (kPa)


Cu (kPa)

ΦΦΦΦu

(degree)

Stiff Silty Clay Till

18.5 0 30 75 0

Very Stiff to Hard Silty Clay/ Clayey Silt Till

21.5 10 32 150 0

Engineered Fill 20.0 0 32 80 0

For slope stability analysis, computer program Slope/W 2007 and the Bishop’s Simplified method for the calculation of the factor of safety (FOS) for slip surface were used. For a stable slope, we recommend a minimum FOS value of 1.5. The results of the analysis are shown in Enclosures C-8 to C-11. Accordingly, the calculated FOS values for the assumed cross-section are above the recommended minimum value of 1.5 and are therefore considered to be stable.

4.3.2 Pond Excavation and Construction Dewatering Considering the existing and proposed grades as well as the subsurface conditions encountered at Boreholes 8 and 9 as well as Test Pits 7, below the surfical topsoil and ploughed fill, the excavation for the pond would generally occur in a stiff to hard but generally very stiff to hard silty clay/clayey silt till. However, in the vicinity of Borehole 9, below the surfical topsoil and ploughed fill, a relatively thin layer of moist and compact medium sand should also be anticipated. Furthermore, some artesian condition was also contacted in Borehole 9. All excavations should be carried out in accordance with the Ontario Health and Safety



Stiff Silty Clay / Clayey Silt Till Type 3

Compact Medium Sand (above groundwater) Type 3




within the very stiff to hard silty clay/clayey silt till, could be kept near vertical. Also near the

surface, some flatter slopes may be required.


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During excavation, minor seepage is expected from the stiff to hard silty clay/clayey silt till and this should be manageable by filtered sump pumps, if required. This was also confirmed by the test pit that was excavated within the pond footprint. We recommend this to be confirmed by the Project Hydrogeologist.

4.3.3 Pond Construction Considering the high groundwater level that was measured in Borehole 9, we recommend that during excavation, the conditions to be further assessed by the project Geotechnical Engineer to explore the need against hydraulic fracturing and erosion.

4.3.4 Concrete Headwalls

According to the information provided by Urbantech, concrete head walls are expected to be placed at about Elevation of 207 m. Considering the subsurface conditions encountered at Boreholes 8 and 9, the proposed structures will be founded on a very stiff silty clay till and is considered to be capable of supporting the proposed structures for the SWM facility and they could be designed with a Factored Geotechnical Resistance at ULS (with a Geotechnical Resistance Factor of 0.5) and Recommended Geotechnical Reaction at SLS of 225 kPa and 150 kPa, respectively.

The minimum footing sizes, footing thickness, excavations and other footing requirements

should be designed in accordance to the latest edition of the Ontario Building Code. The footing

subgrade should be inspected and evaluated by the Geotechnical Engineer prior to concreting

to ensure that the footings are founded on competent subgrade capable of supporting the

recommended design pressure.

Design frost penetration depth for the general area is 1.2 m. Therefore, a permanent soil cover

of 1.2 m or its thermal equivalent is required for frost protection of foundations.

For footings designed and constructed in accordance with the above recommendation, the total settlement should be less than 25 mm.

In conformance to the Criteria in Table 4.1.8.4.A, Part 4, Division B of the National Building Code (NBC 2005), for footings designed as recommended above, the subject site is classified as Site Class “D-Stiff Soils”. The four values of the Spectral Response Acceleration Sa(T) for the different periods and the peak ground acceleration (PGA) can be obtained from Table C-2 in Appendix C, Division B of the NBC (2005). The design values of Fa and Fv for the project site should be calculated in accordance to Table 4.1.8.4.B and C.


rd SDRD Servicing



F/F Page 21

4.4 Proposed Servicing for 3rd Sideroad (Boreholes 10A to 13A)

According to the figures provided by Urbantech (Figures 3.2 and 6 dated March 2011) storm

and sanitary services are proposed from about Milton Heights Crescent to Peru Road. The

sanitary line will be the deeper of the two services and its obvert will fall from west to east from

Elevation 208.13 at Manhole 22A to Elevation 206.57m at Manhole 27A.

Boreholes 10A to 13A were drilled north of the existing 3rd Sideroad and the subsurface

conditions are summarized in Figure 4 of Enclosure B. It should be noted that no boreholes

were drilled on the existing road due to existing overhead utilities and underground services.

4.4.1 Trenching

Trench excavations should be carried out as per the Safety Regulations of the Province of

Ontario. According to the subsurface conditions encountered at the borehole locations, below

road fill, the trenching should predominantly occur within the stiff to hard but generally very stiff

to hard silty clay / clayey silt till. However, near Borehole 10A, below Elevation 210.5, some firm

to stiff clayey silt should also be expected. Furthermore, occasional compact silt and dense silty

sand were also contacted at the boreholes which are believed to be under some artesian

condition.

All excavations should be carried out in accordance with the Ontario Health and Safety


Fill Type 3

Firm to Stiff Clayey Silt, Silty Clay / Clayey Silt Till Type 3

Compact Silt (above groundwater) Type 3


Dense Silty Sand (above groundwater) Type 2

Within these soils, the side slopes of open excavations are expected to be temporarily stable at

1H:1V, although within the very stiff to hard clayey till deposits the bottom 1.2 m of the trench

walls could be excavated close to vertical. It should be noted that when trenching below the

groundwater, flatter slope would be required for the silt and silty sand layers.

Based on the subsurface conditions encountered at the boreholes, which were drilled north of

the existing road, groundwater seepage within the clayey deposits should be minor and

manageable by gravity drainage and pumping from filtered sumps. However, increased

seepage would occur from perched water or surface water flow or from silt and silty sand

layers/interbeddings. Considering the groundwater conditions, we recommend that anti-seepage

collars to be installed along the pipe alignment. We also recommend these to be further

confirmed by the Project Hydrogeologists. In an attempt to reduce the width of the trenches as


rd SDRD Servicing



F/F Page 22

well as the groundwater seepage, consideration could be given to the use of a suitable

temporary shoring system (such as trench boxes or slide rail systems). The appropriate method

of shoring should be assessed by the contractor and/or their shoring specialists. We

recommend the trenching to be backfilled as soon as possible.

To prevent disturbance of the soil at the bedding level, the groundwater table must be lowered

to at least 0.8 m below the invert of the trench. In no case should the pipes be placed on dilated

or disturbed subsoil.

Attention is called to the possible presence of cobbles and/or boulders that may be encountered

during the excavation in the glacial till deposits.

Normal excavation equipment will be suitable for making trenches within soils in which the

proposed underground services will be installed. The terms describing the consistency (firm,

stiff, very stiff, hard) or compactness (compact, dense) of soil strata give an indication of the

effort needed for excavation.

4.4.2 Bedding

The boreholes showed that the sewer pipes will be laid predominantly within the stiff to hard silty

clay / clayey silt till deposit or stiff clayey silt or dense sandy silt which are suitable to support

the pipes, provided that they are not disturbed during trenching. The recommended minimum

thickness of granular bedding for normal Class ‘B’ Type of bedding (i.e., compacted granular

bedding material – OPSD-802) below the invert is 150 mm. The thickness of the bedding may,

however, have to be increased depending on the pipe diameter or if wet or weak subgrade

conditions are encountered, especially around Boreholes 10A and 12A.

4.4.3 Backfill

Based on the visual and tactile examination of the soil samples, the inorganic on-site excavated

soils could be re-used as backfill in service trenches. The moisture contents at the time of

construction should be at or near optimum. The clayey soils will likely be excavated in cohesive

chunks and blocks and will be difficult to handle and compact. For use as backfill, the soils will

have to be reduced to be smaller than 100 mm in size and placed in thin layers. The clayey

soils will have to be compacted using heavy equipment suitable for these soils that may be

difficult to operate in the narrow confines of the trenches. Unless the clayey materials are

properly reduced in sizes, all organics and debris removed and compacted in sufficiently thin

lifts, post-construction settlements could occur. The backfill should be placed in maximum 200

mm thick layers at or near (+ 2%) their optimum moisture content, and each layer should be

compacted to at least 95 % Standard Proctor Maximum Dry Density. This value should be

increased to at least 98 % within 0.6 m of the road subgrade surface.


rd SDRD Servicing



F/F Page 23

The excavated soils may require reconditioning (e.g., wetting or drying) prior to reuse. The on-

site excavated soils should not be used in confined areas (e.g., around catch-basins and

laterals under roadways) where heavy compaction equipment cannot be operated. The use of

good backfill together with an appropriate frost taper would be preferable in confined areas.

Unsuitable materials such as organic soils, boulders, cobbles, frozen soils, etc., should not be

used for backfilling.

We recommend that frost tapers be provided at backfilled trenches to ensure gradual transition from the frost-free materials to the frost susceptible natural soil, otherwise differential frost heaving may occur. Frost taper would not be necessary if the backfill material can be matched within the frost zone (i.e. within about 1.2 m depth below the pavement surface) with subgrade-type material.

4.4.4 Pavement Thickness

4.4.4.1 Pavement Structure

The competent native silty clay/clayey silt till or properly placed engineered fill may be used as

subgrade. Using good engineering and construction practice, the following minimum pavement

structure may be used as per the Town of Milton standards:

PAVEMENT STRUCTURE

COMPACTION LOCAL- RESIDENTIAL

(mm)

HL-3 Asphaltic Concrete HL-8 Asphaltic Concrete

97 % Marshall Density

40 50

Granular ‘A’ Base

100 % 150

Granular ‘B’ Sub-base 100 % 300

NOTE: HL-3 and HL-8 asphaltic concrete to conform to Ministry of Transportation’s Number SP110F12. To ensure the longevity of the pavement, the roadbed should be well drained at all times. We

recommend that full-length perforated sub-drain pipes of 150 mm diameter be installed along

both sides of the road, below the roadbed level, to ensure effective drainage. The sub-drain

pipes should be surrounded by 20 mm size clear stone drainage zone of minimum 150 mm

thickness, which should have non-woven geotextile (non-woven geotextile, with FOS of 75 –

150 µm, Class II) wraparound to minimize infiltration of fines in pipes which would reduce their

effectiveness.


rd SDRD Servicing



F/F Page 24

The granular materials should be compacted as per American Society for Testing and Material’s

Number D698. The placing, spreading and rolling of the asphalt should be in accordance with

Ontario Provincial Standard Specifications Form 310, or equivalent.

Construction traffic over exposed subgrade materials should be minimized, and temporary

construction hauling routes should be established. If these routes coincide with future paved

areas, adequately reinforced haul roads (increased thickness of granular base, use of geo-

fabrics, etc.) should be constructed to reduce disturbance to the subgrade soils. These

provisions are particularly important if the construction is scheduled during wet and cold

seasons.

4.4.4.2 Construction Comments In order to provide a durable pavement structure, the following pavement construction method is

recommended.

The subgrade should be adequately prepared to receive the sub-base course. Any disturbed

and wet subgrade materials should be removed and the top of the subgrade should then be

inspected and approved, by proof-rolling, by qualified geotechnical personnel. Cavities created

by the removal of unsuitable materials should be backfilled with approved, inorganic fill

materials similar to the existing subgrade material. All new fill should be placed in maximum

200 mm loose lifts within ± 2 % of its optimum moisture content, and each lift compacted with

suitable equipment to minimum 95 % Standard Proctor Maximum Dry Density, before placing

the next lift.

The uppermost zones of the roadfill, within 600 mm of the roadbed, should be compacted to

minimum 98 % Standard Proctor Maximum Dry Density. If construction of the roadfill is carried

out in wet weather, the thickness of the sub-base course should be increased.

Special attention should be paid to proper grading of the subgrade surface. Depressions and

undulations should be eliminated and, to permit quick drainage, the subgrade surface should be

sloped towards ditches, sub-drains and/or catch-basins.

It is recommended that a programme of geotechnical/material inspection and testing be carried

out during the construction phase of the project to confirm that the conditions exposed in the

excavations are consistent with those encountered in the boreholes and the design

assumptions, and to confirm that the various project specifications and materials requirements

are being met.

4.5 Engineered Fill For the raising the existing grade to the proposed elevation, engineered fill would be required.


rd SDRD Servicing



F/F Page 25

The following placement procedure is recommended.

(i) The area to receive the engineered fill should be stripped of any topsoil, fill and other

compressible, weak and deleterious materials. After stripping, the entire area should be

inspected and approved by the geotechnical engineer. Spongy, wet or soft/loose spots

should be sub-excavated to stable subgrade and replaced with compactable approved

soil, compatible with subgrade conditions, as directed by the geotechnical engineer. We

recommend the engineered fill to consist of low-permeable clayey soils.

(ii) The fill material should be placed in thin layers not exceeding approximately 200 mm

when loose. Oversize particles (cobbles and boulders) larger than 120 mm should be

discarded, and each fill layer should be uniformly compacted with heavy compactors,

suitable for the type of fill used, to at least 98 % of its Standard Proctor Maximum Dry

Density.

(iii) Full-time geotechnical inspection and quality control (by means of frequent field density

and laboratory testing) are necessary for the construction of a certifiable engineered fill.

Compaction procedures and efficiency should be controlled by a qualified geotechnical

technician.

(v) The engineered fill should not be frozen and should be placed at a moisture content

within 2 % of the optimum value for compaction. The engineered fill should not be

performed during winter months when freezing ambient temperatures occur persistently

or intermittently.

5.0 CLOSURE

We recommend that once the project details are finalized, our recommendations should be reviewed for their specific applicability. The attached Report Limitations are an integral part of this report. Sincerely, Shad & Associates Inc.

Stephen Chong, P. Eng. Houshang Shad, Ph.D., P. Eng. Senior Engineer Principal

STATEMENT OF LIMITATION

The conclusions and recommendations given in this report are based on information obtained at

the testhole locations. Subsurface and groundwater conditions between and beyond the

testholes may differ from those encountered at the testhole locations, and conditions may

become apparent during construction which could not be detected or foreseen at the time of the

site investigation.

The information contained herein in no way reflects on the environmental aspects of the project,

unless stated otherwise.

The benchmark and elevations used in this report are primarily to establish relative elevation

differences between the testhole locations and should not be used for other purposes, such as

planning, grading, excavating, etc.

The design recommendations given in this report are project as well as site specific and then

only if constructed substantially in accordance with the details stated in this report. We

recommend, therefore, that we be retained during the final design stage to review the design

drawings and to verify that they are consistent with our recommendations or the assumptions

made in our analysis.

The comments given in this report on potential construction problems and possible methods are

intended only for the guidance of the designer. The number of the testholes may not be

sufficient to determine all the factors that may affect construction methods and costs. The

contractors bidding on this project or undertaking construction should, therefore, make their own

interpretation of the factual information presented and draw their own conclusions as to how the

subsurface conditions may affect their work.

We recommend that we be retained during construction to confirm that the subsurface

conditions throughout the site do not deviate materially from those encountered in the testholes.

Any use which a third party makes of this report, or any reliance on or decisions to be made

based on it, is the responsibility of such third party. We accept no responsibility for damages, if

any, suffered by any third party as a result of decisions made or actions based on this report.


rd SDRD Servicing



FIGURES


rd SDRD Servicing



ENCLOSURES

Enclosure A

Record of Boreholes and Test Pits Explanation of Borehole Logs

RECORD OF BOREHOLE

Vaughan, Ontario,L4K 2Z683 Citation Dr, Unit 9,

CLIENT: Royal Park Homes & Century Grove Homes

LOCATION: 3rd Sideroad between Tremaine and Peru Road

ORIGINATED BY: S.A.Project No.: T11284

BOREHOLE TYPE:Hollow Stem

COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 16, 2011

CHECKED BY: H.S.

SOIL PROFILE SAMPLES

EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND

GRAIN SIZEDISTRIBUTION

(%)

GR SA SI CL

#1

218.0

217.7

217.3

214.3

213.6

213.0

Ground Surface

Topsoil

trace rootlets

brownSilty Clay / Clayey Silt Till

damp, firm

brownSilty Sand

moist, compact

greyish brownocc. oxidized fissures

moist to wet, loose

compact

reddish greyClayey Siltmoist, stiff

reddish greyClayey Silt Tilldamp, very stiff

END OF BOREHOLE

Cave-in Depth on Completion: None

Groundwater Depth on Completion: 4.6m

Piezometer Reading on:June 27, 2011:Shallow: 0.2mDeep: 0.0m

July 5, 2011:Shallow: 0.3mDeep: 0.2m

S1

S2

S3

S4

S5

S6

S7

SS

SS

SS

SS

SS

SS

SS

53

30

36

43

56

41

48

5

13

13

9

11

12

22

June

16,

201

1

20 40 60 80 100

SHEAR STRENGTH kPa

20 40 60 80 100RESISTANCE PLOT

DYNAMIC CONE PENETRATION

5 15 25 35

28

26

19

18

18

20

19

11

June

27,

201

1

July

5, 2

011

June

27,

201

1

July

5, 2

011

19m

m P

VC

Ris

erB

ento

nite

Scr

een

Silc

a S

and

Proposed Channel Invert ~ 215.25m

S(5) 0 63 37 0

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 16, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#2

216.7

216.1

215.0

214.6

212.7

211.7

Ground Surface

Topsoil

trace rootlets, trace topsoil


damp, very stiff

brownSilt

some sand, occ. oxidized fissuresmoist to wet, compact

very loose

greySilty Sand

occ. oxidized fissuresmoist to wet, compact

reddish greyClayey Siltsome sandmoist, stiff

firm, moist to wet

END OF BOREHOLE

Cave-in Depth on Completion: 4.6m




S1

S2

S3

S4

S5

S6

S7

SS

SS

SS

SS

SS

SS

SS

56

48

33

15

58

41

46

5

18

12

1

12

10

5

June

16,

201

1

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

26

22

16

18

22

18

19

24

25

June

27,

201

1

July

5, 2

011

June

27,

201

1

July

5, 2

011

Ben

toni

te19

mm

PV

C R

iser

Silc

a S

and

Scr

een

S(5) 3 8 59 30


RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE:

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#3

215.3

214.9

213.9

212.4

212.0

211.0

Ground Surface

Topsoil

brownPloughed Silty Clay Fill

trace topsoil, some organic stainsdamp

some sand

brownClayey Silt Till

occ. sand seamsdamp, firm

some sand seamsdamp, stiff

brownSilty Sand

moist, compact

brownish greyClayey Silt Till

damp, stiff

very stiff

END OF BOREHOLE


Groundwater Depth on Completion: Dry

Piezometer Reading on:June 27, 2011: Shallow: 0.4mDeep: 0.8m


S1

S2

S3

S4

S5

S6

SS

SS

SS

SS

SS

SS

36

41

15

23

41

33

4

2

7

13

13

17

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

35

23

23

18

15

17

15

9

June

27,

201

1

July

5, 2

011

June

27,

201

1

July

5, 2

011

Ben

toni

te19

mm

PV

C R

iser

Silc

a S

and

Scr

een


June 17, 2011

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE:

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#4

215.5

215.2

212.3

211.4

210.5

Ground Surface

Topsoil

occ. rootlets

reddish brownClayey Silt Tilldamp, very stiff

brown occ. reddish brownhard

greySilt

some claymoist, compact

reddish greyClayey Silt Till

damp, stiff

very stiff

END OF BOREHOLE





S1

S2

S3

S4

S5

S6

S7

SS

SS

SS

SS

SS

SS

SS

56

48

43

51

41

36

46

6

17

20

32

24

10

18

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

>40

17

13

13

13

11

18

21

13

June

27,

201

1

July

5, 2

011

June

27,

201

1

July

5, 2

011

Ben

toni

te19

mm

PV

C R

iser

Silc

a S

and

Scr

een


S(5) 0 7 78 15

June 17, 2011

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE:

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#5

216.4

216.1

215.7

211.2

210.0

209.5

Ground Surface

Topsoil

Ploughed Silty Clay Filldamp

trace organic stains

brownClayey Silt Tilldamp, very stiff

grey, occ. sandy silt seams

greySilt


wet

greySandy Silt

moist, compact

greySilty Clay / Clayey Silt Till

damp, stiff

S1

S2

S3

S4

S5

S6

S7

S8

S9

S10

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

56

51

48

46

23

51

33

48

33

25

5

15

19

23

24

20

18

14

13

10

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

35

25

22

14

13

13

11

14

13

19

24

19

13

June

27,

201

1

July

5, 2

011

June

27,

201

1

July

5, 2

011

Ben

toni

te19

mm

PV

C R

iser

Silc

a S

and

Scr

een

S(3) 2 12 57 29


Proposed SWM Pond S43 Invert 210.00m

June 17, 2011

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE:

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

8

9

10

11

12

13

14

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#5

208.3

END OF BOREHOLE





S11 SS 33 20

June

17,

201

1

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

11

June 17, 2011

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 20, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#6

213.7

213.0

209.3

208.4

207.9

Ground Surface


trace topsoil, trace rootlers, trace organic stainsdamp


damp, very stiff

greyocc. oxidized fissures

hard

stiff

greySilt

trace clay, trace sandmoist, compact

greySilty Clay Till

damp, very stiff

END OF BOREHOLE





S1

S2

S3

S4

S5

S6

S7

S8

SS

SS

SS

SS

SS

SS

SS

SS

48

53

41

56

53

41

36

51

6

18

24

28

33

14

10

24

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

24

16

13

13

12

12

17

June

27,

201

1

July

5, 2

011

June

27,

201

1

July

5, 2

011

19m

m P

VC

Ris

erB

ento

nite

Silc

a S

and

Scr

een



RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 20, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#7

211.6

211.1

210.1

206.1

205.8

Ground Surface

Topsoil

brownPloughed Silty Clay / Clayey Silt Fill

trace topsoil, trace rootlets, trace organic stainsdamp


occ. oxidized fissuresdamp, very stiff

hard

greystiff

very stiff

greySilt

trace claydamp to moist, compact

END OF BOREHOLE



Piezometer Reading on:June 27, 2011: Shallow: DryDeep: 0.1m


S1

S2

S3

S4

S5

S6

S7

S8

SS

SS

SS

SS

SS

SS

SS

SS

56

46

41

51

56

48

33

51

6

6

19

31

22

14

15

13

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

30

35

22

14

13

12

12

13

13

16

July

5, 2

011

June

27,

201

1

July

5, 2

011

Ben

toni

te19

mm

PV

C R

iser

Silc

a S

and

Scr

een

Proposed Channel Invert ~210.04m

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 20, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#8

211.2

210.9

210.4

203.9

Ground Surface

Topsoil

Ploughed Clayey Silt / Silty Clay Filldamp

trace rootlets, trace topsoil, some organic stains

stiff

brownSIlty Clay Till

damp, very stiff

hard

very stiff

grey

hard

very stiff

stiff

S1

S2

S3

S4

S5

S6

S7

S8

S9

S10

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

48

41

51

53

48

51

28

36

25

41

5

14

27

47

40

28

37

18

15

11

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

>40

19

13

14

13

12

12

11

12

6

14

July

5, 2

011

Ben

toni

te19

mm

PV

C R

iser

Silc

a S

and

Scr

een

S(3) LL=30% PL=19% PI=11%


RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 20, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

8

9

10

11

12

13

14

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#8

END OF BOREHOLE



Piezometer Reading on:June 27, 2011:Shallow: DryDeep: Dry

July 5, 2011:Shallow: DryDeep: 6.6m

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 20, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#9

210.5

210.2

209.8

209.4

204.7

Ground Surface

Topsoil


trace rootlets, trace topsoil, trace organic stains

brownMedium Sand

occ. gravelmoist, compact

brownSilty Clay Till

occ. oxidized fissuresdamp, very stiff

hard

greyvery stiff

END OF BOREHOLE





S1

S2

S3

S4

S5

S6

S7

S8

SS

SS

SS

SS

SS

SS

SS

SS

56

58

51

46

51

36

25

36

5

22

25

37

27

17

23

18

June

20,

201

1

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

34

22

11

14

12

12

15

13

12

13

12

June

27,

201

1

July

5, 2

011

June

27,

201

1

July

5, 2

011

Ben

toni

te19

mm

PV

C R

iser

Silc

a S

and

Scr

een

RECORD OF BOREHOLE





BOREHOLE TYPE:Solid Augar

COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 16, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#10A

215.7

215.4

214.8

210.5

Ground Surface

50mm Asphalt Layer

Granular Fill

brown occ. greyPloughed Silty Clay / Clayey Silt Fill

occ. organic stains, damp

browndamp, stiff


hard

very stiff

greystiff

greyClayey Siltsome sandmoist, stiff

firm

S1

S2

S3

S4

S5

S6

S7

S8

S9

S10

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

23

36

43

43

33

48

48

46

53

41

4

10

21

42

40

18

12

9

6

7

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

6

18

14

11

12

12

13

19

22

21

June

27,

201

1

July

7, 2

011

19m

m P

VC

Ris

erB

ento

nite

Silc

a S

and

Scr

een

Proposed Storm Obvert ~ 214.21m

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 16, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

8

9

10

11

12

13

14

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#10A

207.3

206.9

reddish greyClayey Silt Tilldamp, very stiff

END OF BOREHOLE

Cave-in Depth on Completion: 7.6m


Piezometer Reading on:June 27, 2011: surface (flowing)

July 7, 2011: 0.1m

S11

S12

SS

SS

33

46

7

20 Ju

ne 1

6, 2

011

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

20

10

Proposed Sanitary Obvert ~ 208.13m

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 16, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#11A

215.0

214.7

214.4

211.0

210.4

Ground Surface

Topsoil


occ. organic stains


hard

grey

greySilt

some clayey seams, trace sandmoist, compact

reddish brownSilty Clay / Clayey Silt Till

damp, very stiff

S1

S2

S3

S4

S5

S6

S7

S8

S9

S10

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

41

43

56

53

48

53

41

33

43

51

11

19

20

45

42

20

16

20

26

18

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

25

22

14

13

12

10

11

18

19

9

10

10

11

June

27,

201

1

July

5, 2

011

19m

m P

VC

Ris

erB

ento

nite

Silc

a S

and

Scr

een

S(2) 1 11 63 25 LL=30% PL=19% PI=11%


S(6) 0 8 73 19


RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 16, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

8

9

10

11

12

13

14

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#11A

207.2

206.9

greyClayey Silt

some sand, occ. sand zonesmoist, very stiff

END OF BOREHOLE



Piezometer Reading on:June 27, 2011: 0.0m

July 5, 2011: 1.5m (above ground)

S11 SS 56 22

June

16,

201

1

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

14

25

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 16, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#12A

213.3

213.1

212.5

208.9

208.1

207.1

206.6

206.0

Ground Surface

Topsoil

brownPloughed Clayey Silt Fill

trace rootlets, trace topsoil, organic stainsdamp

brownClayey Silt Tilldamp, very stiff

sand seamshard

occ. oxidized fissuresvery stiff

occ. sand zoneshard

very stiff

greySilt


greySilty Clay Till

damp, hard

greySilty Sand

occ. clayey seamsmoist, dense

greySilty Clay Till

damp, hard

S1

S2

S3

S4

S5

S6

S7

S8

S9

S10

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

58

53

51

46

48

53

48

46

46

41

4

19

33

28

33

20

18

37

45

33

June

16,

201

1

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

20

14

13

13

11

11

21

10

5

16

11

June

27,

201

1

July

5, 2

011

19m

m P

VC

Ris

erB

ento

nite

Silc

a S

and

Scr

een



RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE: June 16, 2011

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

8

9

10

11

12

13

14

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#12A

END OF BOREHOLE




July 5, 2011: 1.6m (above ground)

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

RECORD OF BOREHOLE






COMPILED BY: P.P.

DATUM: Geodetic

DATE:

CHECKED BY: H.S.


EL

EV

AT

ION

(m

etre

s)

DE

PT

H S

CA

LE

(m

etre

s)

0

1

2

3

4

5

6

7

DESCRIPTION

ST

RA

TA

PL

OT

SA

MP

LE

NU

MB

ER

TY

PE

RE

CO

VE

RY

(cm

)

" N

" V

AL

UE

S

GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

WATERCONTENT

(%)MONITORING

WELL

REMARKS AND


(%)

GR SA SI CL

#13A

212.6

212.3

211.9

209.3

208.8

206.8

Ground Surface

Topsoil


trace rootlets, trace topsoil, some organic stainsdamp

brownSilty Clay Till

damp, stiff

very stiff

hard

very stiff

greyClayey Silt Tilldamp, very stiff

reddish greySilty Clay Till

damp, hard

some silt interbedding

very stiff

END OF BOREHOLE




July 5, 2011: 0.5m

S1

S2

S3

S4

S5

S6

S7

S8

SS

SS

SS

SS

SS

SS

SS

SS

43

56

46

33

56

48

51

56

4

10

24

42

18

34

37

29

20 40 60 80 100

SHEAR STRENGTH kPa



5 15 25 35

>40

21

14

13

12

14

13

8

9

17

12

June

27,

201

1

July

5, 2

011

Ben

toni

te19

mm

PV

C R

iser

Silc

a S

and

Scr

een



Proposed SWM Pond S43 Invert ~ 210.00m


June 17, 2011

Test Pit Logs

Test Pit No.

Approx. Depth (m)

Soil Description

TP 1 (217.5m)

0.0 – 0.30 Topsoil

0.30 – 2.32 Brown Silty Clay/Clayey Silt Till, damp

2.32 – 5.06 Grey Silty Sand/Sandy Silt, brown sand pockets, moist to wet

5.06 – 5.36 Grey Silty Clay/Clayey Silt, moist

Water Seepage

Bottom

Side

After 30 mins: None After 30 Mins: None After 60 mins: Minor Seepage

TP 2 (215.5m)

0.0 – 0.3 Topsoil


2.36 – 3.81 Grey Sandy Silt/Silty Sand, moist


Water Seepage

Bottom Side

After 35 mins: None After 35 mins: None After 100 mins: Minor Seepage

Test Pit No.

Approx. Depth (m)

Soil Description

TP 3 (215.8m)

0.0 – 0.3 Topsoil


3.66 – 5.49 Grey Silty Clay/Clayey Silt Till, damp to moist

5.49 – 5.79 Grey Sandy Silt/Silty Sand, moist

Water Seepage

Bottom Side

After 50 mins: None After 50 mins: None

TP 4 (212.6m)

0.0 – 0.3 Topsoil

0.3 – 0.6 Ploughed Silty Clay/Clayey Silt Fill, damp


3.81 – 5.03 Grey Silt, moist


Water Seepage

Bottom Side


Test Pit No.

Approx. Depth (m)

Soil Description

TP 5 (212.4m)

0.0 – 0.3 Topsoil

0.3 – 3.35 Reddish Brown Silty Clay/Clayey Silt Till, damp

3.35 – 5.94 Grey Silty Clay/Clayey Silt Till, damp

Water Seepage

Bottom Side


TP 6 (211.1m)

0.0 – 0.2 Topsoil

0.2 – 2.29 Brown Silty Clay/Clayey Silt Till, occ. sand layer, damp


Water Seepage

Bottom Side

After 40 mins: None After 10 mins: 0.91m

TP 7 (211.5m)

0.0 – 0.2 Topsoil

0.2 – 0.61 Brownish Red Fine Sand



Water Seepage

Bottom Side


EXPLANATION OF BOREHOLE LOG

This form describes some of the information provided on the borehole logs, which is based primarily on examination of the recovered samples, and the results of the field and laboratory tests. It should be noted that materials, boundaries and conditions have been established only at the borehole locations at the time of investigation and are not necessarily representative of subsurface conditions elsewhere across the site. Additional description of the soil/rock encountered is given in the accompanying geotechnical report.

GENERAL INFORMATION Project details, borehole number, location coordinates and type of drilling equipment used are given at the top of the borehole log.

SOIL LITHOLOGY Elevation and depth This column gives the elevation and depth of inferred geologic layers. The elevation is referred to the datum shown in the Description column.

Lithology Plot This column presents a graphic depiction of the soil and rock stratigraphy encountered within the borehole. Description This column gives a description of the soil stratums, based on visual and tactile examination of the samples augmented with field and laboratory test results. Each stratum is described according to the following classification and terminology (Ref. Unified Soil Classification System):

The compactness condition of cohesionless soils (SPT) and the consistency of cohesive soils (undrained shear strength) are defined as follows (Ref. Canadian Foundation Engineering Manual):

Compactness of Cohesionless Soils

SPT N-Value

Consistency of Cohesive Soils

SPT N-Value Undrained Shear Strength

kPa psf

Very loose 0 to 4 Very soft 0 to 2 0 to 12 0 to 250

Loose 4 to 10 Soft 2 to 4 12 to 25 250 to 500

Compact 10 to 30 Firm 4 to 8 25 to 50 500 to 1000

Dense 30 to 50 Stiff 8 to 15 50 to 100 1000 to 2000

Very Dense > 50 Very stiff 15 to 30 100 to 200 2000 to 4000

Hard > 30 Over 200 Over 4000

Soil Sampling Sample types are abbreviated as follows:

SS Split Spoon TW Thin Wall Open (Pushed) RC Rock Core

AS Auger Sample TP Thin Wall Piston (Pushed) WS Washed Sample

Additional information provided in this section includes sample numbering, sample recovery and numerical testing results.

Field and Laboratory Testing Results of field testing (e.g., SPT, pocket penetrometer, and vane testing) and laboratory testing (e.g., natural moisture content, and limits) executed on the recovered samples are plotted in this section.

Instrumentation Installation Instrumentation installations (monitoring wells, piezometers, inclinometers, etc.) are plotted in this section. Water levels, if measured during fieldwork, are also plotted. These water levels may or may not be representative of the static groundwater level depending on the nature of soil stratum where the piezometer tips are located, the time elapsed from installation to reading and other applicable factors.

Comments This column is used to describe non-standard situations or notes of interest.

*The soil of each stratum is described using the Unified Soil Classification System (Technical Memorandum 36

prepared by Waterways Experiment Station, Vicksburg, Mississippi, Corps of Engineers, U.S Army. Vol. 1

March 1953.) modified slightly so that an inorganic clay of "medium plasticity" is recognized.

MAJOR DIVISION GROUP SYMBOL

CO

AR

SE

GR

AIN

ED

SO

ILS

(M

OR

E T

HA

N H

AL

F B

Y W

EIG

HT

L

AR

GE

R T

HA

N 7

5µ

m)

GR

AV

EL

S M

OR

E T

HA

N

HA

LF

TH

E

CO

AR

SE

F

RA

CT

ION

LA

RG

ER

TH

AN

4

.75

mm

CLEAN

GRAVELS

(TRACE OR NO

FINES)

GW

GP

DIRTYGRAVELS

(WITH SOME OR

MORE FINES)

GM

GC

SA

ND

S M

OR

E T

HA

N H

AL

F

TH

E C

OA

RS

E F

RA

CT

ION

S

MA

LL

ER

TH

AN

4.7

5m

m

CLEAN SANDS

(TRACE OR NO

FINES)

SW

SP

DIRTY SANDS

(WITH SOME OR

MORE FINES)

SM

SC

FIN

E-G

RA

INE

D S

OIL

S (

MO

RE

TH

AN

HA

LF

BY

WE

IGH

T S

MA

LL

ER

T

HA

N 7

5µ

m)

SIL

TS

BE

LO

W “

A”

LIN

E N

EG

LIG

IBL

E

OR

GA

NIC

CO

NT

EN

T

WL < 50% ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY SANDS OF SLIGHT

WL < 50% MH INORGANIC SILTS,

CL

AY

AB

OV

E “

A”

LIN

E

NE

GL

IGIB

LE

O

RG

AN

IC C

ON

TE

NT

WL < 30% CL

INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY, SANDY OR SILTY CLAYS, LEAN

30% < WL < 50% CI

WL < 50% CH

OR

GA

NIC

S

ILT

S &

CL

AY

S

BE

LO

W “

A”

LIN

E

WL < 50% OL

WL < 50% OH

HIGH ORGANIC SOILS

Pt

SOIL COMPONENTS

FRACTION U.S STANDARD SIEVE SIZE

DEFINING RANGES OF PERCENTAGE BY WEIGHT OF

MINOR

GR

AV

EL

COARSE

PASSING RETAINED

76 mm 19 mm

FINE 19 mm 4.75 mm

SA

ND

COARSE 4.75 mm 2.00 mm

MEDIUM 2.00 mm 425 µm

FINE 425 µm 75 µm

FINES (SILT OR CLAY BASED ON

PLASTICITY)

75 µm

OVERSIZED MATERIAL

ROUNDED OR SUBROUNDED: COBBLES 76 mm TO 200 mm

BOULDERS > 200 mm ROCKS> 0.76 CUBIC METRE IN

Note 1: Soils are classified and described according to their engineering properties and behavior.Note 2: The modifying adjectives used to define the actual or estimated percentage Canadian Geotechnical Society, 1992)

MODIFIED * UNIFIED CLASSIFICATION SYSTEM FOR SOILS

The soil of each stratum is described using the Unified Soil Classification System (Technical Memorandum 36-357

prepared by Waterways Experiment Station, Vicksburg, Mississippi, Corps of Engineers, U.S Army. Vol. 1

March 1953.) modified slightly so that an inorganic clay of "medium plasticity" is recognized.

TYPICAL DESCRIPTION LABORATOR

WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES

POORLY GRADED GRAVELS, GRAVEL-SAND

MIXTURES, LITTLE OR NO FINES

SILTY GRAVELS, GRAVEL-SAND- SILT MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I

CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I

WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES

POORLY GRADED GRAVELS, GRAVEL- SAND MIXTURES, LITTLE OR NO FINES

SILTY SANDS, SAND-SILT MIXTURES

ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 4

CLAYEY SANDS, SAND-CLAY MIXTURES


INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY SANDS OF SLIGHT

PLASTICITY

CLASSIFICATION IS BASED UPON PLASTICITY CHART

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDY OR SILTY SOILS

INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY, SANDY OR SILTY CLAYS, LEAN

CLAYS

INORGANIC CLAYS OF MEDIUM PLASTICITY, SILTY CLAYS

INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS

ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY

WHENEVER THE NATURE OF THE FINES CONTENT HAS NOT

BEEN DETERMINED, IT IS

SF IS A MIXTURE OF SAND WITH SILT OR CLAY

ORGANIC CLAYS OF HIGH PLASTICITY

PEAT AND OTHER HIGHLY ORGANIC SOILS STRONG COLOUR OR ODOUR, AND OFTEN FIBROUS TEXTURE

DEFINING RANGES OF PERCENTAGE BY WEIGHT OF

MINOR COMPONENTS

PERCENT DESCRIPTOR

35-50

20-35

10-20

1-10

AND

Y/EY

SOME

TRACE

NOT ROUNDED:

ROCK FRAGMENTS > 76 mm

ROCKS> 0.76 CUBIC METRE IN

VOLUME

engineering properties and behavior. Note 2: The modifying adjectives used to define the actual or estimated percentage range by weight of minor components are consistent with the Canadian Foundation Engineering Manual ( 3

Pla

stic

ity

In

de

x,

l p (%

)

Plasticity Chart for Soil Passing 425 Micron

Liquid Limit, W

CL-ML

CL

CL

OL

ML

WL

WL

=50

=30

0 10 20 30 40 50 60

60

50

40

30

20

10

LABORATORY CLASSIFICATION CRITERIA

C� ��

��

4; C� � D��

D�� x D��

� 1 to 3

NOT MEETING ABOVE REQUIREMENTS

ATTERBERG LIMITS BELOW "A" LINE OR P.I. MORE THAN 4

ATTERBERG LIMITS BELOW "A" LINE OR P.I. MORE THAN 7

C� ��

��

6; C� � D��

D�� x D��

� 1 to 3

NOT MEETING ABOVE REQUIREMENTS



CLASSIFICATION IS BASED UPON PLASTICITY CHART

(SEE BELOW)

WHENEVER THE NATURE OF THE FINES CONTENT HAS NOT

BEEN DETERMINED, IT IS DESIGNATED BY THE LETTER "F", E.G

SF IS A MIXTURE OF SAND WITH SILT OR CLAY

STRONG COLOUR OR ODOUR, AND OFTEN FIBROUS TEXTURE

range by weight of minor components are consistent with the Canadian Foundation Engineering Manual ( 3rd

Edition,

Plasticity Chart for Soil Passing 425 Micron Sieve

Liquid Limit, WL (%)

OH

MH

CH

=50

0 10 20 30 40 50 60 70 80 90 100

20) Ip=0.7

3 (WL -


rd SDRD Servicing



Enclosure B

Soil Profiles


rd SDRD Servicing



Enclosure C

Slope Stability Analysis Results for the Proposed Channel

& Stormwater Management Ponds

2.020

5- Very Stiff Clayey Silt Till

ENCLOSURE C-1

Proposed ChannelCross-Section 1-1

Project No.: T11284

Soil Profile

Short-Term Analysis (Undrained Condition During Construction)Nearest Borehole: BH 1

Soil Layer Bulk Cohesion Friction No. Unit Weight (kPa) Angle (kN/m^3) (Deg.)

1 20.0 80 0 2 18.0 40 0 3 18.0 0 30 4 18.5 50 0 5 21.0 100 0

4- Stiff Clayey Silt

3- Compact Silty Sand

2- Firm Silty Clay / Clayey Silt Till

1- Engineered Fill

Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26

Ele

vatio

n (m

)

210

211

212

213

214

215

216

217

218

219

220

221

222

223

224

225

1.769


1 20.0 0 32 2 18.0 0 25 3 18.0 0 30 4 18.5 0 28 5 21.0 5 30

Long-Term Analysis (Drained Condition Normal Operation)Nearest Borehole: BH 1


Project No.: T11284

Soil Profile

ENCLOSURE C-2

1- Engineered Fill





Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26

Ele

vatio

n (m

)

210

211

212

213

214

215

216

217

218

219

220

221

222

223

224

225

2.1701- Engineered Fill





Long-Term Analysis (Undrained Condition Regional Flow)Nearest Borehole: BH 1Regional Flow: 216.47m


1 20.0 80 0 2 18.0 40 0 3 18.0 0 30 4 18.5 50 0 5 21.0 100 0

Project No.: T11284

Soil Profile


ENCLOSURE C-3

Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26

Ele

vatio

n (m

)

210

211

212

213

214

215

216

217

218

219

220

221

222

223

224

225

15.072

Short-Term Analysis (Undrained Condition During Construction)

Nearest Borehole: BH 6

Proposed Normal Water Level: 211.30 m

Proposed High Water Level: 212.50 m

Soil Layer Bulk Cohesion Friction

No. Unit Weight (kPa) Angle

(kN/m^3) (Deg.)

1 21.5 150 0

2 17.0 0 23

3 18.5 75 0

3- Stiff Silty Clay Till

Project No.: T11284

Soil Profile

SWM S43

Cross-Section 2-2

2- Compact Silt

ENCLOSURE C-4

1- Very Stiff to Hard Silty Clay / Clayey Silt Till

Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34

Ele

vation (m

)

205

206

207

208

209

210

211

212

213

214

215

216

3.187

Long-Term Analysis (Drained Condition - Normal Water Level)




SWM S43

Cross-Section 2-2

ENCLOSURE C-5



(kN/m^3) (Deg.)

1 21.5 10 32

2 17.0 0 25

3 18.5 0 30


Project No.: T11284

Soil Profile

2- Compact Silt


Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34

Elevation (m)

205

206

207

208

209

210

211

212

213

214

215

216

3.928

ENCLOSURE C-6

Long-Term Analysis (Drained Condition - High Water Level)




SWM S43

Cross-Section 2-2



(kN/m^3) (Deg.)

1 21.5 10 32

2 17.0 0 25

3 18.5 0 30

Project No.: T11284

Soil Profile


2- Compact Silt


Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34

Elevation (m)

205

206

207

208

209

210

211

212

213

214

215

216

18.227


2- Compact Silt


ENCLOSURE C-7

Long-Term Analysis (Undrained Condition - Rapid Drawdown)




Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34

Elevation (m)

205

206

207

208

209

210

211

212

213

214

215

216



(kN/m^3) (Deg.)

1 21.5 150 0

2 17.0 0 23

3 18.5 75 0

Project No.: T11284

Soil Profile

SWM S43

Cross-Section 2-2

19.445



(kN/m^3) (Deg.)

1 20.0 80 0

2 18.5 75 0

3 21.5 150 0

Short-Term Analysis (Undrained Condition - During Construction)




SWM S44

Cross-Section 3-3

Project No.: T11284

Soil Profile

ENCLOSURE C-8

1- Engineered Fill



3- Very Stiff to Hard Silty Clay Till

Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26

Ele

vation (m

)

200

201

202

203

204

205

206

207

208

209

210

211

212

213

214

215

3.917




1- Engineered Fill

Long-Term Analysis (Drained Condition - Normal Water Level)






(kN/m^3) (Deg.)

1 20.0 0 32

2 18.5 0 30

3 21.5 10 32

Project No.: T11284

Soil Profile

SWM S44

Cross-Section 3-3

ENCLOSURE C-9

Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26

Ele

vation (m

)

200

201

202

203

204

205

206

207

208

209

210

211

212

213

214

215

3.028

ENCLOSURE C-10

SWM S44

Cross-Section 3-3

Project No.: T11284

Soil Profile

1- Engineered Fill

Long-Term Analysis (Drained Condition - High Water Level)






(kN/m^3) (Deg.)

1 21.5 0 32

2 17.0 0 30

3 18.5 10 32




Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26

Elevation (m)

200

201

202

203

204

205

206

207

208

209

210

211

212

213

214

215

22.282

Long-Term Analysis (Undrained Condition - Rapid Drawdown)






(kN/m^3) (Deg.)

1 20.0 80 0

2 18.5 75 0

3 21.5 150 0




1- Engineered Fill

Project No.: T11284

Soil Profile

SWM S44

Cross-Section 3-3

ENCLOSURE C-11

Distance (m)

-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26

Elevation (m)

200

201

202

203

204

205

206

207

208

209

210

211

212

213

214

215




Appendix B

Storm Sewer Design Sheets

PROJECT DETAILSTitle1: STORM SEWER DESIGN SHEETTitle2: Constant Flow CalculationsProject Name:Municipality: The Town of MiltonProject No: 10-326Date: 7-Dec-15Designed by: A.H.Checked by: S.M.

A R AR Tc FLOW I5 I100 Q5 Q100 Q100-Q5 Const. flowha min LENGTH mm/hr mm/hr m3/s m3/s m3/s m3/s

Street A 100yr capture 1 1 MH9 7.4 0.6 4.44 13.17 380.00 90.8 150.3 1.120 1.854 0.734 0.734100yr capture 2 2 MH24 8.69 0.6 5.21 13.25 390.00 90.5 149.8 1.311 2.170 0.859 0.859100yr capture 3 3 MH23 0.21 0.6 0.13 10.33 40.00 103.5 171.2 0.036 0.060 0.024 0.024

Street C 100yr capture 4 4 MH372 1.48 0.6 0.89 11.04 125.00 100.0 165.4 0.247 0.408 0.161 0.161100yr capture 5 5 MH39 5.52 0.6 3.31 13.42 410.00 89.9 148.8 0.827 1.369 0.542 0.542

Street A 100yr capture 6 6 MH40 0.34 0.75 0.26 10.55 66.00 102.4 169.4 0.073 0.120 0.047 0.047100yr capture 7 7 MH42 7.78 0.75 5.84 14.00 479.50 87.7 145.3 1.422 2.355 0.933 0.933100yr capture 8 8 MH44 0.26 0.75 0.20 10.20 24.00 104.2 172.3 0.056 0.093 0.037 0.037

5-yr 100-yrA 959 1435B 5.7 5.2C 0.8024 0.7751

Tc calcs where Tc = starting Tc + length/velocity(starting Tc = 10min)

P:\Projects\10-326\Reports\FSR - Milton Heights South\1st Submission\Design\Storm\[10-326 FSR STM (5 yr).xls]STM

IDF Parameters for Milton

I=A/(T+b)c

STORM SEWER DESIGN SHEET PROJECT DETAILS DESIGN CRITERIA

5 Year Storm Min. Diameter = 300 mm Rainfall Intensity = AProject No: 10-334 Mannings 'n'= 0.013 (Tc+B)^c

CENTURY GROVE Date: 1-May-14 Starting Tc = 10 min A = 959Designed by: J.M. B = 5.7

Town of Milton Checked by: J.O. Factor of Safety = 5 % c = 0.8024

NOMINAL PIPE SIZE USED

ACCUM.STREET FROM TO AREA RUNOFF 'AR' ACCUM. RAINFALL FLOW CONSTANT CONSTANT TOTAL LENGTH SLOPE PIPE FULL FLOW FULL FLOW INITIAL TIME OF ACC. TIME OF PERCENT

MH MH COEFFICIENT 'AR' INTENSITY FLOW FLOW FLOW DIAMETER CAPACITY VELOCITY Tc CONCENTRATION CONCENTRATION FULL(ha) "R" (mm/hr) (m3/s) (m3/s) (m3/s) (m3/s) (m) (%) (mm) (m3/s) (m/s) (min) (min) (min) (%)

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET I MH34 MH35 0.48 0.45 0.22 0.22 105.3 0.063 0.000 0.000 0.063 78.3 0.51 300 0.069 0.98 10.00 1.34 11.34 91%STREET J MH36 MH37 0 34 0 45 0 15 0 15 105 3 0 045 0 000 0 000 0 045 72 8 1 20 300 0 106 1 50 10 00 0 81 10 81 42%STREET J MH36 MH37 0.34 0.45 0.15 0.15 105.3 0.045 0.000 0.000 0.045 72.8 1.20 300 0.106 1.50 10.00 0.81 10.81 42%STREET L MH373 MH35 0.96 0.45 0.43 0.43 105.3 0.126 0.000 0.000 0.126 166.6 1.00 375 0.175 1.59 10.00 1.75 11.75 72%STREET J 0 MH37 0.11 0.45 0.05 0.05 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET K MH37 MH35 1.38 0.75 1.04 1.24 101.1 0.347 0.000 0.000 0.347 184.6 0.43 600 0.403 1.42 10.81 2.16 12.97 86%STREET I MH35 MH38 0.49 0.45 0.22 2.11 91.6 0.536 0.000 0.000 0.536 72.7 1.70 600 0.801 2.83 12.97 0.43 13.40 67%

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET J MH371 MH372 0.17 0.45 0.08 0.08 105.3 0.022 0.000 0.000 0.022 65.0 1.65 300 0.124 1.76 10.00 0.62 10.62 18%STREET J MH372 MH38 0.94 0.45 0.42 0.50 102.0 0.142 0.161 0.161 0.303 144.8 0.50 600 0.434 1.54 10.62 1.57 12.19 70%

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET L MH373 MH374 0.29 0.45 0.13 0.13 105.3 0.038 0.000 0.000 0.038 74.1 0.50 300 0.068 0.97 10.00 1.28 11.28 56%STREET L MH374 MH38 0.43 0.45 0.19 0.32 98.9 0.089 0.000 0.000 0.089 145.0 1.00 375 0.175 1.59 11.28 1.52 12.80 51%

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%CONDO CTRL5 MH39 0.82 0.75 0.62 0.62 105.3 0.180 0.000 0.000 0.180 13.6 1.00 450 0.285 1.79 10.00 0.13 10.13 63%

STREET I MH38 MH39 0.38 0.45 0.17 3.10 89.9 0.775 0.000 0.161 0.936 134.6 0.50 900 1.280 2.01 13.40 1.11 14.51 73%0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

STREET I MH39 MH40 0.10 0.90 0.09 3.81 85.9 0.908 0.542 0.703 1.612 48.2 0.30 1200 2.135 1.89 14.51 0.43 14.94 75%0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

EXT6 0 MH40 1.26 0.90 1.13 1.13 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%EXT7 0 MH40 1.28 0.90 1.15 1.15 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

0 0 0 0 00 0 00 0 00 0 00 0 0 0 000 0 000 0 000 0 000 0 0 0 00 0 0 000 0 00 0 00 0 00 0 00 0%0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET A MH40 MH41 0.27 0.75 0.20 6.29 84.5 1.478 0.047 0.751 2.228 62.4 0.40 1200 2.466 2.18 14.94 0.48 15.42 90%STREET A MH41 MH42 0.67 0.75 0.50 6.80 83.0 1.567 0.933 1.684 3.250 83.3 0.44 1350 3.540 2.47 15.42 0.56 15.98 92%STREET A MH44 MH45 0.30 0.75 0.23 0.23 105.3 0.066 0.037 0.037 0.103 92.3 0.30 450 0.156 0.98 10.00 1.57 11.57 66%

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET B 0 MH43 0.22 0.75 0.17 0.17 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET B MH43 MH45 1.83 0.90 1.65 1.81 105.3 0.530 0.000 0.000 0.530 293.8 0.40 750 0.704 1.59 10.00 3.07 13.07 75%

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET A MH45 MH46 0.31 0.75 0.23 2.27 91.2 0.575 0.000 0.037 0.612 94.0 0.30 825 0.786 1.47 13.07 1.07 14.14 78%

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET C CTRL1 MH47 0.83 0.90 0.75 0.75 105.3 0.218 0.000 0.000 0.218 11.5 1.00 450 0.285 1.79 10.00 0.11 10.11 77%STREET C MH47 MH48 0.12 0.75 0.09 0.84 104.7 0.243 0.000 0.000 0.243 41.7 0.50 525 0.304 1.40 10.11 0.49 10.60 80%

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

P:\Projects\10-334\Reports\FSR - Century Grove\1st Submission CG\Design\Storm\10-334 FSR STM (5 yr):STM

Urbantech Consulting, A Division of Leighton-Zec Ltd.25 Royal Crest Court, Suite 201 Markham, Ontario L3R 9X4

TEL: 905.946.9461 FAX: 905.946.9595www.urbantech.com

STORM SEWER DESIGN SHEET PROJECT DETAILS DESIGN CRITERIA

5 Year Storm Min. Diameter = 300 mm Rainfall Intensity = AProject No: 10-334 Mannings 'n'= 0.013 (Tc+B)^c

CENTURY GROVE Date: 1-May-14 Starting Tc = 10 min A = 959Designed by: J.M. B = 5.7

Town of Milton Checked by: J.O. Factor of Safety = 5 % c = 0.8024

NOMINAL PIPE SIZE USED

ACCUM.STREET FROM TO AREA RUNOFF 'AR' ACCUM. RAINFALL FLOW CONSTANT CONSTANT TOTAL LENGTH SLOPE PIPE FULL FLOW FULL FLOW INITIAL TIME OF ACC. TIME OF PERCENT

MH MH COEFFICIENT 'AR' INTENSITY FLOW FLOW FLOW DIAMETER CAPACITY VELOCITY Tc CONCENTRATION CONCENTRATION FULL(ha) "R" (mm/hr) (m3/s) (m3/s) (m3/s) (m3/s) (m) (%) (mm) (m3/s) (m/s) (min) (min) (min) (%)

STREET D MH52E MH48 0.51 0.75 0.38 0.38 105.3 0.112 0.000 0.000 0.112 87.3 0.32 450 0.161 1.01 10.00 1.43 11.43 69%0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

STREET C MH48 MH49 0 19 0 75 0 14 1 36 98 1 0 371 0 000 0 000 0 371 66 5 0 50 600 0 434 1 54 11 43 0 72 12 16 86%STREET C MH48 MH49 0.19 0.75 0.14 1.36 98.1 0.371 0.000 0.000 0.371 66.5 0.50 600 0.434 1.54 11.43 0.72 12.16 86%0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

STREET E MH531E MH49 0.45 0.75 0.34 0.34 105.3 0.099 0.000 0.000 0.099 73.3 0.50 375 0.124 1.12 10.00 1.09 11.09 80%0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

STREET C MH49 MH50 0.17 0.75 0.13 1.83 94.9 0.482 0.000 0.000 0.482 66.5 0.50 675 0.594 1.66 12.16 0.67 12.82 81%0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

STREET F MH541E MH50 0.54 0.75 0.41 0.41 105.3 0.118 0.000 0.000 0.118 85.5 0.50 450 0.202 1.27 10.00 1.12 11.12 59%0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

STREET C MH50 MH51 0.49 0.75 0.37 2.60 92.2 0.666 0.000 0.000 0.666 119.9 0.50 750 0.787 1.78 12.82 1.12 13.95 85%0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%

STREET D MH52S MH53 0.23 0.75 0.17 0.17 105.3 0.050 0.000 0.000 0.050 61.7 0.71 300 0.081 1.15 10.00 0.89 10.89 62%STREETD MH531W MH53 0.04 0.75 0.03 0.03 105.3 0.009 0.000 0.000 0.009 31.5 0.63 300 0.077 1.09 10.00 0.48 10.48 11%STREET D MH53 MH54 0.22 0.75 0.17 0.37 100.7 0.103 0.000 0.000 0.103 61.7 0.50 375 0.124 1.12 10.89 0.92 11.81 83%STREET D MH541W MH54 0.11 0.75 0.08 0.08 105.3 0.024 0.000 0.000 0.024 45.6 0.50 300 0.068 0.97 10.00 0.79 10.79 35%STREET D MH54 MH55 0.23 0.75 0.17 0.62 96.4 0.167 0.000 0.000 0.167 66.2 0.50 450 0.202 1.27 11.81 0.87 12.68 83%STREET D MH55 MH51 0.44 0.75 0.33 0.95 92.8 0.245 0.000 0.000 0.245 105.8 0.40 600 0.388 1.37 12.68 1.28 13.96 63%

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET G MH51 MH46 0.06 0.75 0.05 3.60 87.9 0.878 0.000 0.000 0.878 46.0 0.50 825 1.015 1.90 13.96 0.40 14.37 86%

0 0 0 0.00 0.00 0.00 0.00 0.0 0.000 0.000 0.000 0.000 0.0 0.00 0 0.000 0.00 0.00 0.00 0.00 0%STREET A MH46 MH42 0 03 0 75 0 02 5 89 86 4 1 414 0 000 0 037 1 451 15 9 0 75 975 1 941 2 60 14 37 0 10 14 47 75%STREET A MH46 MH42 0.03 0.75 0.02 5.89 86.4 1.414 0.000 0.037 1.451 15.9 0.75 975 1.941 2.60 14.37 0.10 14.47 75%

0 MH42 MH421 0.00 0.00 0.00 12.69 81.2 2.863 0.000 1.720 4.583 168.4 0.30 1200x2400 (BOX) 6.587 2.29 15.98 1.23 17.20 70%0 CTRL2 MH421 3.12 0.50 1.56 1.56 105.3 0.456 0.000 0.000 0.456 15.0 1.00 600 0.614 2.17 10.00 0.12 10.12 74%

POND MH421 HW 0.00 0.00 0.00 14.25 77.7 3.076 0.000 1.720 4.797 47.0 0.30 1200x2400 (BOX) 6.587 2.29 17.20 0.34 17.55 73%

P:\Projects\10-334\Reports\FSR - Century Grove\1st Submission CG\Design\Storm\10-334 FSR STM (5 yr):STM



Project Name: Milton Meadow and 1321387 Ontario INC. Prepared by: R.K.

Municipality: City of Milton Checked by: A.F.

Project No.: 10-334 Last Revised: 1-May-14

Date: 1-May-14

Pond S44

Detention Time Calculations

t = (0.66C2h1.5+2C3h

0.5)/2.75Ao (MOE Eq'n 4.11)

t= 345258 drawdown time in secondst= 95.9 drawdown time in hours

d= 0.11 diameter of the orifice (m)A0= 0.0095 cross-sectional area of the orifice (m2 )

h= 0.945 maximum water elevation above orifice (m)

Drainage Area= 21.60 ha (includes pond block area)Qext det= 0.0246 proposed extended detention release rate (m3/s)

Qtarget= 0.0238 based on target release rate (0.0011m3/s/ha) and 21.6ha drainage area

C2= 1927 slope coefficient from the area-depth linear regression

C3= 4040 intercept from the area-depth linear regression

Pond area-depth relationship:

Elevation Area DepthN.W.L. 208.40 4040 0.00Ext. Detention 209.40 5967 1.00

Pipe Diameter 300 (mm)Hole Diameter 75 (mm)

Number of Holes 20

Hole Spacing 50 (mm)

Max. # of holes per row 7# of rows required 3

Min. Perf. Pipe Length 0.43 (m)

Area Check:

Area of holes 88357 (mm2)Equivalent Diameter 335 (mm)

Therefore, the perforated riser pipe does not control the extended detention release rate.

Provided Perf. Pipe Length 1 (m)

P:\Projects\10-334\Reports\FSR - Century Grove\1st Submission CG\Design\SWM\[Drawdown time calculation S44.xlsx]Pond S44

SWM POND DESIGN CALCULATIONSDRAWDOWN TIME

The drawdown time for Pond S44 is 95.9 hours (4 days)

Hickenbottom (Perforated Riser Pipe) Calculation



SWM POND DESIGN CALCULATIONSSEDIMENT FOREBAY SIZING

Project Name: Milton Meadow and 1321387 Ontario INC. Prepared by: R.K

Municipality: City of Milton Checked by: A.F.

Project No.: 10-334 Last Revised: 1-May-14

Date: 1-May-14

Pond S44

Settling Calcs (MOE 2003, Wet Pond)

DistR = (rQp/Vs)0.5 (MOE Eq'n 4.5)

Parameter Forebay #1 (E)

r = 2Qp = 0.024

Vs = 0.0003

DistR = 13

DistP = 35

SUFFICIENT FOREBAY LENGTH PROVIDED

Note: Forebay should not exceed one-third of pond surface area

Dispersion Length (MOE 2003, Wet Pond)DistR = 8*Q/d/Vr (MOE Eq'n 4.6)

Parameter Forebay #1 (E)

Q 2.76d 1.4Vr 0.5

DistR 32

DistP 35

SUFFICIENT FOREBAY LENGTH PROVIDED

P:\Projects\10-334\Reports\FSR - Century Grove\1st Submission CG\Design\SWM\[Sediment Forebay Sizing S44.xlsx]Pond S44

Description

SWM POND DESIGN CALCULATIONSSEDIMENT FOREBAY SIZING

Drainage Area (ha)

Description

Length-to-width ratio of forebay

Peak quality flow (0.0011m 3 /s/ha)

Settling velocity (0.0003 m/s most cases)

Forebay Length Required (m)

Forebay Length Provided (m)

21.6

Dispersion Length Provided (m)

5-yr inlet flowrate (m 3 /s) from STM Design Sheet Depth of permanent pool in forebay (m)

Desired velocity of forebay (m/s)

Dispersion Length Required (m)

(to inlet 1)






Appendix C

Sanitary Sewer Design Sheets

SANITARY SEWER DESIGN SHEET PROJECT DETAILS DESIGN CRITERIA Min Diameter = 200 mm Avg. Domestic Flow = 275.0 l/c/d Project No: 10-334 Mannings 'n'= 0.013 Infiltration = 0.286 l/s/ha

CENTURY GROVE Date: 1-May-14 Min Velocity = 0 60 m/s Max Peaking Factor = 4 00CENTURY GROVE Date: 1-May-14 Min. Velocity = 0.60 m/s Max. Peaking Factor = 4.00 Designed by: ML Max. Velocity = 3.00 m/s Min. Peaking Factor= 1.50

Regional Municipality of Halton Checked by: JO Factor of Safety = 0 % NOMINAL PIPE SIZE USED

RESIDENTIAL COMMERCIAL/INDUSTRIAL/INSTITUTIONAL FLOW CALCULATIONS PIPE DATA

PIPESTREET FROM TO ACC. ACCUM. ACC. EQUIV. FLOW EQUIV. ACCUM. INFILTRATION TOTAL PEAKING RES. COMM. ACCUM. TOTAL SLOPE DIAMETER FULL FLOW FULL FLOW ACTUAL PERCENT

MH MH AREA AREA UNITS DENISTY DENSITY POP RES. AREA AREA POP. RATE POP. EQUIV. ACCUM. FACTOR FLOW FLOW COMM. FLOW FLOW CAPACITY VELOCITY VELOCITY FULL(ha) (ha) (#) (P/ha) (P/unit) POP. (ha) (ha) (p/ha) (l/s/ha) POP. (l/s) POP. (l/s) (l/s) (l/s) (l/s) (%) (mm) (l/s) (m/s) (m/s) (%)

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET C 26A 27A 0.50 0.50 0 55 0 28 28 0.00 0.00 0 0.000 0 0 0.1 28 4.00 0.4 0.0 0.0 0.5 1.50 200 40.2 1.28 0.33 1%STREET C 27A 29A 0.10 0.60 0 0 0 0 28 0.00 0.00 0 0.000 0 0 0.2 28 4.00 0.4 0.0 0.0 0.5 1.50 200 40.2 1.28 0.40 1%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET D 28A 29A 0.76 0.76 0 55 0 42 42 0.00 0.00 0 0.000 0 0 0.2 42 4.00 0.5 0.0 0.0 0.8 1.00 200 32.8 1.04 0.41 2%STREET C 29A 30A 0.10 1.46 0 135 0 14 84 0.00 0.00 0 0.000 0 0 0.4 84 4.00 1.1 0.0 0.0 1.5 1.55 200 40.8 1.30 0.58 4%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%TOWN BLOCK CTRL1A 30A 2.69 2.69 0 135 0 364 364 0.00 0.00 0 0.000 0 0 0.8 364 4.00 4.6 0.0 0.0 5.4 1.00 200 32.8 1.04 0.76 16%

STREET C 30A 17A 0.18 4.33 0 135 0 25 473 0.00 0.00 0 0.000 0 0 1.2 473 3.99 6.0 0.0 0.0 7.2 0.50 200 23.2 0.74 0.64 31%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%

EXTERNAL 23A 16A 0 00 0 00 0 0 0 172 172 0 00 0 00 0 0 000 0 0 0 0 172 4 00 2 2 0 0 0 0 2 2 3 00 200 56 8 1 81 0 85 4%EXTERNAL 23A 16A 0.00 0.00 0 0 0 172 172 0.00 0.00 0 0.000 0 0 0.0 172 4.00 2.2 0.0 0.0 2.2 3.00 200 56.8 1.81 0.85 4%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%

STREET A 16A 17A 0.55 0.55 0 55 0 31 203 0.00 0.00 0 0.000 0 0 0.2 203 4.00 2.6 0.0 0.0 2.7 1.60 200 41.5 1.32 0.75 7%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%

STREET A 17A 18A 0.14 5.02 0 0 0 0 676 0.00 0.00 0 0.000 0 0 1.4 676 3.90 8.4 0.0 0.0 9.8 0.40 200 20.7 0.66 0.63 47%STREET A 18A 19A 0.19 5.21 0 0 0 0 676 0.00 0.00 0 0.000 0 0 1.5 676 3.90 8.4 0.0 0.0 9.9 0.50 200 23.2 0.74 0.69 43%STREET A 19A 20A 0.12 5.33 0 0 0 0 676 0.00 0.00 0 0.000 0 0 1.5 676 3.90 8.4 0.0 0.0 9.9 1.20 200 35.9 1.14 0.97 28%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET E ROAD1 31A 0.09 0.09 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 200 0.0 0.00 0.00 0%STREET E 31A 32A 0.55 0.64 0 55 0 31 31 0.00 0.00 0 0.000 0 0 0.2 31 4.00 0.4 0.0 0.0 0.6 0.87 200 30.6 0.97 0.34 2%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%TOWN BLOCK CTRL2A 32A 2 41 2 41 0 135 0 326 326 0 00 0 00 0 0 000 0 0 0 7 326 4 00 4 2 0 0 0 0 4 8 1 00 200 32 8 1 04 0 75 15%TOWN BLOCK CTRL2A 32A 2.41 2.41 0 135 0 326 326 0.00 0.00 0 0.000 0 0 0.7 326 4.00 4.2 0.0 0.0 4.8 1.00 200 32.8 1.04 0.75 15%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET E 32A 20A 0.07 3.12 0 0 0 0 357 0.00 0.00 0 0.000 0 0 0.9 357 4.00 4.5 0.0 0.0 5.4 0.30 200 18.0 0.57 0.50 30%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET A 20A 21A 0.12 8.57 0 0 0 0 1033 0.00 0.00 0 0.000 0 0 2.5 1033 3.79 12.5 0.0 0.0 14.9 0.82 200 29.7 0.95 0.94 50%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET F 34A 21A 0.87 0.87 0 55 0 48 48 0.00 0.00 0 0.000 0 0 0.2 48 4.00 0.6 0.0 0.0 0.9 1.40 200 38.8 1.24 0.43 2%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%VILLAGE SQUARE CTRL3A 37A 0.94 0.94 0 90 0 85 85 0.00 0.00 0 0.000 0 0 0.3 85 4.00 1.1 0.0 0.0 1.4 1.00 200 32.8 1.04 0.49 4%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET G 37A 38A 0.34 1.28 0 55 0 19 104 0.00 0.00 0 0.000 0 0 0.4 104 4.00 1.3 0.0 0.0 1.7 1.00 200 32.8 1.04 0.54 5%

0 0 0 0 00 0 00 0 0 0 0 0 0 00 0 00 0 0 000 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 00 0 0 0 0 00 0 00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET G CTRL4A 38A 1.66 1.66 0 135 0 225 225 0.00 0.00 0 0.000 0 0 0.5 225 4.00 2.9 0.0 0.0 3.3 1.00 200 32.8 1.04 0.67 10%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET G 38A 21A 0.06 3.00 0 0 0 0 329 0.00 0.00 0 0.000 0 0 0.9 329 4.00 4.2 0.0 0.0 5.0 1.00 200 32.8 1.04 0.75 15%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET A 21A 22A 0.43 12.87 0 135 0 59 1469 0.00 0.00 0 0.000 0 0 3.7 1469 3.69 17.2 0.0 0.0 20.9 0.90 200 31.1 0.99 1.04 67%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET E 33A 35A 0.55 0.55 0 135 0 75 75 0.00 0.00 0 0.000 0 0 0.2 75 4.00 1.0 0.0 0.0 1.1 1.18 200 35.6 1.13 0.48 3%STREET E 35A 36A 0.23 0.78 0 135 0 32 107 0.00 0.00 0 0.000 0 0 0.2 107 4.00 1.4 0.0 0.0 1.6 0.50 200 23.2 0.74 0.42 7%STREET E 36A 22A 0.35 1.13 0 135 0 48 155 0.00 0.00 0 0.000 0 0 0.3 155 4.00 2.0 0.0 0.0 2.3 0.50 200 23.2 0.74 0.47 10%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET H 39A 40A 0 41 0 41 0 55 0 23 23 0 00 0 00 0 0 000 0 0 0 1 23 4 00 0 3 0 0 0 0 0 4 1 00 200 32 8 1 04 0 32 1%STREET H 39A 40A 0.41 0.41 0 55 0 23 23 0.00 0.00 0 0.000 0 0 0.1 23 4.00 0.3 0.0 0.0 0.4 1.00 200 32.8 1.04 0.32 1%STREET H 40A 22A 0.56 0.97 0 55 0 31 54 0.00 0.00 0 0.000 0 0 0.3 54 4.00 0.7 0.0 0.0 1.0 0.99 200 32.6 1.04 0.44 3%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET A 22A 5A 0.16 15.13 0 0 0 0 1678 0.00 0.00 0 0.000 0 0 4.3 1678 3.64 19.5 0.0 0.0 23.8 0.90 200 31.1 0.99 1.08 76%

TREMAINE ROAD 24A 2A 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.50 200 23.2 0.74 0.19 0%TREMAINE ROAD 2A 3A 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.50 200 23.2 0.74 0.19 0%3RD SIDE ROAD 3A 4A 2.20 2.20 0 0 0 121 121 0.00 0.00 0 0.000 0 0 0.6 121 4.00 1.5 0.0 0.0 2.2 0.30 250 32.6 0.66 0.38 7%

EXISTING EXTERNAL 0 4A 7.15 7.15 0 0 0 394 394 0.00 0.00 0 0.000 0 0 2.0 394 4.00 5.0 0.0 0.0 7.1 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%

P:\Projects\10-334\Reports\FSR - Century Grove\1st Submission CG\Design\Sanitary\10-334 FSR SAN:SAN









3RD SIDE ROAD 4A 5A 0 44 9 79 0 0 0 0 515 0 00 0 00 0 0 000 0 0 2 8 515 3 97 6 5 0 0 0 0 9 3 0 30 250 32 6 0 66 0 56 29%3RD SIDE ROAD 4A 5A 0.44 9.79 0 0 0 0 515 0.00 0.00 0 0.000 0 0 2.8 515 3.97 6.5 0.0 0.0 9.3 0.30 250 32.6 0.66 0.56 29%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%

CHAR. BLOCK CHA BLK 5A 0.75 0.75 0 135 0 102 102 0.00 0.00 0 0.000 0 0 0.2 102 4.00 1.3 0.0 0.0 1.5 1.00 200 32.8 1.04 0.51 5%EXISTING RESIDENTIAL EX RES1 5A 0.86 0.86 0 90 0 78 78 0.00 0.00 0 0.000 0 0 0.2 78 4.00 1.0 0.0 0.0 1.2 1.00 200 32.8 1.04 0.49 4%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%3RD SIDE ROAD 5A 6A 0.34 26.87 0 0 0 0 2373 0.00 0.00 0 0.000 0 0 7.7 2373 3.53 26.6 0.0 0.0 34.3 0.30 300 53.0 0.75 0.79 65%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%COMM. BLOCK CTRL5A 6A 1.15 1.15 0 90 0 104 104 0.00 0.00 0 0.000 0 0 0.3 104 4.00 1.3 0.0 0.0 1.7 1.00 200 32.8 1.04 0.54 5%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0%EXISTING RESIDENTIAL CTRL6A 6A 0.83 0.83 0 90 0 75 75 0.00 0.00 0 0.000 0 0 0.2 75 4.00 1.0 0.0 0.0 1.2 1.00 200 32.8 1.04 0.47 4%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%3RD SIDE ROAD 6A 7A 0 27 29 12 0 0 0 0 2552 0 00 0 00 0 0 000 0 0 8 3 2552 3 50 28 4 0 0 0 0 36 8 0 30 300 53 0 0 75 0 79 69%3RD SIDE ROAD 6A 7A 0.27 29.12 0 0 0 0 2552 0.00 0.00 0 0.000 0 0 8.3 2552 3.50 28.4 0.0 0.0 36.8 0.30 300 53.0 0.75 0.79 69%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%COMMERCIAL CTRL7A 7A 0.90 0.90 0 90 0 81 81 0.00 0.00 0 0.000 0 0 0.3 81 4.00 1.0 0.0 0.0 1.3 1.00 200 32.8 1.04 0.49 4%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%BUSINESS PARK CTRL8A 7A 2.85 2.85 0 90 0 257 257 0.00 0.00 0 0.000 0 0 0.8 257 4.00 3.3 0.0 0.0 4.1 1.00 200 32.8 1.04 0.70 12%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%3RD SIDE ROAD 7A 8A 0.21 33.08 0 0 0 0 2890 0.00 0.00 0 0.000 0 0 9.5 2890 3.46 31.8 0.0 0.0 41.3 0.50 300 68.4 0.97 1.00 60%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET B 8A 9A 0.47 33.55 0 90 0 43 2933 0.00 0.00 0 0.000 0 0 9.6 2933 3.45 32.2 0.0 0.0 41.8 1.00 375 175.3 1.59 1.29 24%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET B 9A 10A 0.94 34.49 0 90 0 85 3018 0.00 0.00 0 0.000 0 0 9.9 3018 3.44 33.0 0.0 0.0 42.9 0.50 375 124.0 1.12 1.01 35%STREET B 10A 60A 0 97 35 46 0 90 0 88 3106 0 00 0 00 0 0 000 0 0 10 1 3106 3 43 33 9 0 0 0 0 44 0 0 50 375 124 0 1 12 1 01 36%STREET B 10A 60A 0.97 35.46 0 90 0 88 3106 0.00 0.00 0 0.000 0 0 10.1 3106 3.43 33.9 0.0 0.0 44.0 0.50 375 124.0 1.12 1.01 36%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%

STREET I 41A 44A 0.37 0.37 0 55 0 21 21 0.00 0.00 0 0.000 0 0 0.1 21 4.00 0.3 0.0 0.0 0.4 1.00 200 32.8 1.04 0.27 1%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0%

STREET J 45A 46A 0.28 0.28 0 55 0 16 16 0.00 0.00 0 0.000 0 0 0.1 16 4.00 0.2 0.0 0.0 0.3 1.00 200 32.8 1.04 0.27 1%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%

STREET K 46A 47A 0.47 0.75 0 55 0 26 42 0.00 0.00 0 0.000 0 0 0.2 42 4.00 0.5 0.0 0.0 0.7 0.50 200 23.2 0.74 0.31 3%STREET K 47A 44A 0.31 1.06 0 55 0 18 60 0.00 0.00 0 0.000 0 0 0.3 60 4.00 0.8 0.0 0.0 1.1 0.47 200 22.5 0.72 0.35 5%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET L 42A-W 43A 0.51 0.51 0 55 0 29 29 0.00 0.00 0 0.000 0 0 0.1 29 4.00 0.4 0.0 0.0 0.5 1.00 200 32.8 1.04 0.32 2%STREET L 43A 44A 0 47 0 98 0 55 0 26 55 0 00 0 00 0 0 000 0 0 0 3 55 4 00 0 7 0 0 0 0 1 0 0 50 200 23 2 0 74 0 35 4%STREET L 43A 44A 0.47 0.98 0 55 0 26 55 0.00 0.00 0 0.000 0 0 0.3 55 4.00 0.7 0.0 0.0 1.0 0.50 200 23.2 0.74 0.35 4%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET I 44A 50A 0.44 2.85 0 135 0 60 196 0.00 0.00 0 0.000 0 0 0.8 196 4.00 2.5 0.0 0.0 3.3 0.50 200 23.2 0.74 0.52 14%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET L 42A-S 48A 0.29 0.29 0 135 0 40 40 0.00 0.00 0 0.000 0 0 0.1 40 4.00 0.5 0.0 0.0 0.6 1.00 200 32.8 1.04 0.37 2%STREET L 48A 49A 0.23 0.52 0 55 0 13 53 0.00 0.00 0 0.000 0 0 0.1 53 4.00 0.7 0.0 0.0 0.8 0.50 200 23.2 0.74 0.33 4%STREET L 49A 50A 0.20 0.72 0 55 0 11 64 0.00 0.00 0 0.000 0 0 0.2 64 4.00 0.8 0.0 0.0 1.0 0.50 200 23.2 0.74 0.36 4%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET J 51A 52A 0.13 0.13 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 1.00 200 32.8 1.04 0.27 0%STREET J 52A 53A 0.50 0.63 0 55 0 28 28 0.00 0.00 0 0.000 0 0 0.2 28 4.00 0.4 0.0 0.0 0.5 0.30 200 18.0 0.57 0.24 3%STREET J 53A 50A 0.46 1.09 0 55 0 26 54 0.00 0.00 0 0.000 0 0 0.3 54 4.00 0.7 0.0 0.0 1.0 0.30 200 18.0 0.57 0.31 6%

0 0 0 0 00 0 00 0 0 0 0 0 0 00 0 00 0 0 000 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 00 0 0 0 0 00 0 00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET I 50A 54A 0.23 4.89 0 135 0 32 346 0.00 0.00 0 0.000 0 0 1.4 346 4.00 4.4 0.0 0.0 5.8 0.50 200 23.2 0.74 0.60 25%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET I 54A 55A 0.25 5.14 0 0 0 0 346 0.00 0.00 0 0.000 0 0 1.5 346 4.00 4.4 0.0 0.0 5.9 0.50 200 23.2 0.74 0.60 25%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%FUTURE DEVELOPMENT CTRL10A 55A 0.84 0.84 0 135 0 114 114 0.00 0.00 0 0.000 0 0 0.2 114 4.00 1.5 0.0 0.0 1.7 1.00 200 32.8 1.04 0.54 5%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET N 55A 56A 0.30 6.28 0 55 0 17 477 0.00 0.00 0 0.000 0 0 1.8 477 3.98 6.0 0.0 0.0 7.8 0.50 200 23.2 0.74 0.64 34%










0 0 0 0 00 0 00 0 0 0 0 0 0 00 0 00 0 0 000 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 00 0 0 0 0 00 0 00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET A 56A 57A 0.36 6.64 0 55 0 20 497 0.00 0.00 0 0.000 0 0 1.9 497 3.98 6.3 0.0 0.0 8.2 0.50 200 23.2 0.74 0.66 35%STREET A 57A 58A 0.51 7.15 0 55 0 29 526 0.00 0.00 0 0.000 0 0 2.0 526 3.96 6.6 0.0 0.0 8.7 0.50 200 23.2 0.74 0.66 37%STREET A 58A 59A 0.51 7.66 0 0 0 0 526 0.00 0.00 0 0.000 0 0 2.2 526 3.96 6.6 0.0 0.0 8.8 0.50 200 23.2 0.74 0.66 38%STREET A 59A 60A 4.86 4.86 0 135 0 657 657 0.00 0.00 0 0.000 0 0 1.4 657 3.91 8.2 0.0 0.0 9.6 0.60 200 25.4 0.81 0.73 38%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%STREET A 60A 11A 0.14 40.46 0 0 0 0 3763 0.00 0.00 0 0.000 0 0 11.6 3763 3.36 40.2 0.0 0.0 51.8 0.50 375 124.0 1.12 1.04 42%STREET A 11A 12A 0.13 40.59 0 0 0 0 3763 0.00 0.00 0 0.000 0 0 11.6 3763 3.36 40.2 0.0 0.0 51.8 0.50 375 124.0 1.12 1.04 42%STREET A 12A 13A 0.00 40.59 0 0 0 0 3763 0.00 0.00 0 0.000 0 0 11.6 3763 3.36 40.2 0.0 0.0 51.8 0.30 375 96.0 0.87 0.86 54%STREET A 13A 14A 3.20 43.79 0 90 0 288 4051 0.00 0.00 0 0.000 0 0 12.5 4051 3.33 42.9 0.0 0.0 55.4 0.30 375 96.0 0.87 0.88 58%STREET A 14A 15A 0.00 43.79 0 0 0 0 4051 0.00 0.00 0 0.000 0 0 12.5 4051 3.33 42.9 0.0 0.0 55.4 0.30 375 96.0 0.87 0.88 58%STREET A 15A EX1A 0 00 43 79 0 0 0 0 4051 0 00 0 00 0 0 000 0 0 12 5 4051 3 33 42 9 0 0 0 0 55 4 0 30 375 96 0 0 87 0 88 58%STREET A 15A EX1A 0.00 43.79 0 0 0 0 4051 0.00 0.00 0 0.000 0 0 12.5 4051 3.33 42.9 0.0 0.0 55.4 0.30 375 96.0 0.87 0.88 58%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%

0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%

0 0 0 0 00 0 00 0 0 0 0 0 0 00 0 00 0 0 000 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 00 0 0 0 0 00 0 00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%0 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0.000 0 0 0.0 0 0.00 0.0 0.0 0.0 0.0 0.00 0 0.0 0.00 0.00 0%







Appendix D

Water Distribution System Analysis (GENIVAR)

600 Cochrane Drive, 5th Floor, Markham, Ontario L3R 5K3

Telephone: 905.475.7270 � Fax: 905.475.5994 � www.genivar.com

121-16184-00

October 29, 2013

Mr. David Leighton, P.Eng.

Urbantech Consulting

25 Royal Crest Court

Suite 201

Markham, ON L3R 9X4

Re: Milton Heights Development Watermain Analysis

Dear Mr. Leighton:

We are pleased to present the results of our updated watermain analysis for the Milton Heights

Development located east of Tremaine Road and south of Highway 401 in Milton, Ontario.

To complete this analysis, the subdivision’s water demands were estimated and incorporated into the

existing Region of Halton InfoWater model (March 2013). The previous water analysis was revised to

include additional development area near Steeles Avenue West. Watermain diameters were verified

using the model to ensure that the required system pressures and fire flow demands were achieved.

CRITERIA

The Milton Heights Development area consists of approximately 698 single family units (detached/semi-

detached), 707 townhouses, and 7.3 Ha of mixed use areas including condos, commercial areas and

business park lands. The population densities used to determine demands were based on 3.47

persons/unit for low density housing (single family dwelling), 2.46 persons/unit for medium density

housing (townhouses) and 1.74 persons/unit for high density housing (condos), as per the 2012 Region of

Halton Development Charges Background Study (November 2011). Using the above criteria, the total

residential population for the participating land owners was calculated to be approximately 3,322 people.

The non-participating lands will have a population of approximately 993 people and were included in the

full build out scenario. The development was modelled under 2016 and 2031 scenarios. Phase 1 will be

constructed in 2016 scenario.

The Average Day, Maximum Day and Maximum Hour demands were determined from the Region of

Halton W & WW Master Plan demand criteria and the MOE Design Guidelines for Drinking Water

Systems (2008). The following criteria were used to calculate the demands for the subdivision:

� Average Day Consumption Residential = 330 litres/capita/day

� Average Day Consumption Commercial = 28 m3/Ha/day

� Average Day Consumption Employment = 35 m3/Ha/day

� Maximum Day Peaking Factor = 1.9 times average day

� Peak Hour Peaking Factor = 3.0 times average day

A summary of demands for the subdivision are attached. Residential demands were calculated by

counting the number of houses on the site plan and allocating the demands for each unit to the closest

node in the water model.

Mr. D. Leighton October 29, 2013

Urbantech Consulting Page 2

Fire demands were based on the Development Engineering Review Manual for the Region of Halton

(2005) and the Fire Underwriters Survey as follows:

� Single / Semi-detached 92 L/s (low density residential)

� Townhouses 136 L/s (medium density residential)

� Commercial / Employment 273 L/s

In addition to meeting fire flows, the development must be within operating pressure requirements. The

Region of Halton pressure criterion stipulates a minimum of 40 psi (275 kPa) and maximum pressure of

100 psi (690 kPa). Under fire flow conditions, pressures above 140 kPa must be maintained. The Ontario

Building Code suggests the pressure should be maintained below 80 psi (550 kPa).

WATER MODEL

The Milton Heights Development was added to the existing water model of the system. Three scenarios

were modeled:

� 2016 – Phase 1 of Milton Heights

� 2031 – All of Milton Heights development lands with the 600 mm feedermain along Tremaine

Road constructed

� 2031 – All participating lands without the 600 mm feedermain along Tremaine Road constructed

The existing 300 mm diameter watermain through the north end of the property will be removed and the

existing 450/500 mm diameter watermain along Peru Road will be relocated as previously discussed with

the Region. These watermains are both part of the Milton Wells (MW) pressure district. The effects of

these changes are discussed in a separate section below.

Milton Wells Zone Watermain Removal

Currently the Kelso Wells supply the Milton Well Zone via a 300 mm watermain (through the vacant land

near the northern boundary of the development and along Peru Road) and a 500 mm watermain (along

Tremaine Road and 3rd

Sideroad). Removal of the 300 mm watermain between Tremaine Road and 3rd

Sdrd will not adversely affect the well supply system. While the velocities experienced during 2031 peak

hour conditions increase in the 500 mm pipe coming from the wells without the 300 mm pipe, the

velocities are still below the suggested maximum pipe velocity of 1.6 m/s. The 300 mm watermain can be

removed but 500 mm pipe will be the only supply from the Kelso wells. The Region may want to consider

constructing a secondary supply watermain from the wells along Tremaine Road for supply security. The

pipe table for the Milton Wells Zone watermain from the wells to Peru Road watermain realignment is

attached.

MILTON HEIGHTS DEVELOPMENT

The Milton Heights Development lands lie within an elevation range of 209.2 m to 223.6 m. The

development will be serviced by Pressure Zone ML-5.

Phase 1 of the Milton Heights Development will consist of approximately 405 residential units north of 3rd

Sideroad. Phase 1 can be adequately serviced by the proposed watermain layout shown on the attached

schematic. Pipe and node tables for Phase 1 are attached.

The results of the 2031 analysis shows that the residential development can be adequately serviced by

the proposed system and pressure zone under ultimate conditions as shown on the attached servicing

schematics. The watermains were sized according to the results of average day, maximum day,

maximum day plus fire, and peak hour scenarios.

It also should be noted that in the 2031 scenario the pressures are above the Ontario Building Code

requirement of 80 psi (550 kPa) during average day and maybe higher still under minimum hour

conditions. Individual pressure reducing valves may be required in those areas. The pressures should

be confirmed when the watermains are constructed. As the higher pressures are under future conditions,

provisions should be made to allow for the reducing valves to be installed when the Tremaine

Milton Heights Development Water Demands

Node Elevation Single Semi Town Land UseArea

(Ha)

Res.

Pop.

Avg Day

Demand

(L/day)

Avg Day

Demand

(L/s)

Max Day

Demand

(L/s)

Peak Hour

Demand

(L/s)

Fire

Flow

(L/s)

Phase 1:

MH-J138 219.73 25 40 189 62,264 0.72 1.37 2.16 136

MH-J142 217.76 26 47 210 69,294 0.80 1.52 2.41 136

MH-J143 219.05 19 6 81 26,813 0.31 0.59 0.93 136

MH-J150 217.20 8 7 46 15,050 0.17 0.33 0.52 136

MH-J151 216.50 9 31 10,312 0.12 0.23 0.36 92

MH-J153 218.20 5 27 86 28,423 0.33 0.63 0.99 136

MH-J154 215.90 5 12 48 15,815 0.18 0.35 0.55 136

MH-J155 216.58 20 69 22,915 0.27 0.50 0.80 92

MH-J161 218.10 34 62 276 91,067 1.05 2.00 3.16 136

MH-J174 220.90 5 8 38 12,453 0.14 0.27 0.43 136

MH-J175 222.11 15 38 12,608 0.15 0.28 0.44 136

MH-J176 221.28 25 64 21,013 0.24 0.46 0.73 136

Phase 1 Subtotal 156 0 249 1176 388026 4.49 8.53 13.47

Phase 2:

MH-J102 212.19 9 2 27 107 35,297 0.41 0.78 1.23 136

MH-J103 211.39 10 35 11,458 0.13 0.25 0.40 92

MH-J105 211.77 9 4 27 114 37,589 0.44 0.83 1.31 136

MH-J107 212.69 31 79 26,056 0.30 0.57 0.90 136

MH-J114 212.14 30 76 25,215 0.29 0.55 0.88 136

MH-J116 212.35 Business Park 1.42 49,700 0.58 1.09 1.73 273

MH-J118 214.50 9 4 27 114 37,589 0.44 0.83 1.31 136

MH-J124 217.20 28 97 32,081 0.37 0.71 1.11 92

MH-J125 216.30 Retail 1.29 0 36,120 0.42 0.79 1.25 273

MH-J128 217.81 35 89 29,418 0.34 0.65 1.02 136

MH-J130 217.53 12 12 72 23,835 0.28 0.52 0.83 136

MH-J132 218.10 Business Park 1.43 50,050 0.58 1.10 1.74 273

MH-J135 222.00 9 4 27 114 37,589 0.44 0.83 1.31 136

MH-J139 223.61 9 4 27 114 37,589 0.44 0.83 1.31 136

MH-J140 218.20 12 3 49 16,271 0.19 0.36 0.56 136

MH-J141 217.06 12 3 49 16,271 0.19 0.36 0.56 136

MH-J144 217.32 13 5 58 19,097 0.22 0.42 0.66 136

MH-J145 213.75 16 6 71 23,375 0.27 0.51 0.81 136

MH-J146 214.00 14 49 16,041 0.19 0.35 0.56 92

MH-J147 217.95 21 73 24,061 0.28 0.53 0.84 92

MH-J148 217.78 17 59 19,478 0.23 0.43 0.68 92

MH-J149 217.53 18 62 20,624 0.24 0.45 0.72 92

MH-J157 209.2 19 66 21,769 0.25 0.48 0.76 92

MH-J158 209.76 13 6 60 19,938 0.23 0.44 0.69 136

MH-J159 210.44 15 6 67 22,229 0.26 0.49 0.77 136

MH-J160 210.1 18 6 78 25,667 0.30 0.56 0.89 136

MH-J162 213.14 9 15 69 22,919 0.27 0.50 0.80 136

MH-J165 217.73 9 4 28 116 38,429 0.44 0.85 1.33 136

MH-J166 218.36 10 4 28 120 39,575 0.46 0.87 1.37 136

MH-J173 217.63 1.18 41,300 0.48 0.91 1.43 273

MH-J177 221.28 25 87 28,644 0.33 0.63 0.99 92

Phase 2 Subtotal 336 26 349 5.32 2146 885273 10.25 19.47 30.74

SH-J-713 215 206 109 993 327,642 3.79 7.21 11.38 136

Total 698 26 707 0 5.32 4314 1600941 18.53 35.21 55.59

WCV1699

MH-J191

MH-J188MH-J187

MH-J176

MH-J175

MH-J174

MH-J173

MH-J171

MH-J170

MH-J169

MH-J168

MH-J167

MH-J166MH-J165

MH-J161

MH-J158

MH-J156

MH-J155

MH-J154

MH-J153

MH-J151

MH-J150

MH-J146

MH-J143

MH-J142

MH-J141

MH-J140

MH-J138

MH-J137

MH-J136

MH-J134

MH-J132

MH-J131

MH-J130

MH-J128MH-J126

MH-J125

MH-J122

MH-J118

MH-J112

WFT3186

MH-J104

WFT87032

300

200150

250

500

60

0300

150

200

30

0

200

15

0

250

200

150200

300

30

0

50

030

0

20

0

500

15

0

25

0

200

20

0

25

0500

150

200

600

500

20

0

200

60

0

15

0 25

0

200

30

0

20

0

30

0

500

300

200

200

300

20

0

200

20

0

20

0200

250

200

20

0

20

0

200

20

0

200

20

0

25

0

20

0

20

0

200

200

150

20

0

25

0

WCV1699

MH-J188

MH-J182

MH-J178

MH-J177

MH-J170MH-J167

MH-J166

MH-J162

MH-J160

MH-J159

MH-J158

MH-J157

MH-J149

MH-J148

MH-J147

MH-J146

MH-J145

MH-J144

MH-J141

MH-J140

MH-J139

MH-J137

MH-J136

MH-J134

MH-J131

MH-J130

MH-J129

MH-J128MH-J126

MH-J124

MH-J123

MH-J122

MH-J120

MH-J114

MH-J108

MH-J104

SH-J-713

SH-J-705

WJ-3132-M

250

600

150

200

300

50

0

60

0

60

0

150

20

0

60

0200

150

20

0

200

60

0

150

20

0

20

0

150

300

200

30

030

0

30

0

20

0

150

30030

0

200

300

20

0

20

0

30

0

20

0

20

0

30

030

0

300

200

150

250

500

60

0

500

250

20

0

500

60

0

200

500

300

30

0

20

020

0

300

300

15

0

25

0

500

15

0

150

20

0

25

0

25

0

20

0

500

200

20

0

250

20

0

15

0

25

0200

25

0

500

20

7

190

188

185

183

181

182

193

175

WM

13

8117

WMN23936

173

171

21

4

163

165

87

16

0

41

96

WM

N2

39

29

14

9

14

5

15

1

116

13

3

118

110

12

115

4W

MN

349

7W

MN

349

6

21

7W

MN

349

1

WMN3500WMN3501

WM

N3

49

0

WM138114

WMN46866

WMN3498

WM

13

8118

167

WMN23937WCV1788

WCV1787

MH-J175

MH-J174

MH-J171

MH-J168

MH-J156

MH-J155

MH-J154

MH-J143

MH-J142

MH-J138

WFT3303

WFT3276

WFT3238

WFT3236

WFT3223

Legend

Junction

PRESSURE

Less than 20

20~40

40~60

60~80

80~100

Greater than 100

2016 Phase 1

IDDemand

(L/s)

Elevation

(m)Head (m)

Pressure

(psi)MH-J138 0.72 220.85 255.69 49.53

MH-J142 0.80 217.14 255.69 54.80

MH-J143 0.31 219.05 255.69 52.09

MH-J150 0.17 217.63 255.69 54.11

MH-J151 0.12 219.90 255.69 50.88

MH-J153 0.33 212.91 255.69 60.82

MH-J154 0.18 211.41 255.69 62.95

MH-J155 0.27 212.67 255.69 61.16

MH-J156 0.00 208.89 255.69 66.53

MH-J161 1.05 211.66 255.69 62.59

MH-J168 0.00 221.28 255.69 48.92

MH-J171 0.00 221.26 255.69 48.95

MH-J174 0.14 218.35 255.69 53.08

MH-J175 0.15 217.63 255.69 54.10

MH-J176 0.24 217.18 255.69 54.74

MH-J177 0.33 212.57 255.68 61.29

ID From Node To Node Length (m)Diameter

(mm)Roughness Flow (L/s)

Velocity

(m/s)Headloss (m)

HL/1000

(m/km)

110 MH-J150 MH-J151 69.47 200 110 -0.58 0.0186 0.0003 0.0046

116 MH-J153 MH-J150 71.65 200 110 -0.59 0.0189 0.0004 0.0049

118 MH-J143 MH-J154 71.21 250 110 -2.21 0.0450 0.0013 0.0183

121 MH-J155 MH-J156 71.80 150 100 -0.32 0.0183 0.0005 0.0075

133 MH-J161 MH-J138 74.62 250 110 1.11 0.0226 0.0004 0.0052

145 MH-J154 MH-J167 88.36 250 110 -3.42 0.0696 0.0036 0.0408

149 MH-J161 MH-J168 89.68 150 100 -0.26 0.0145 0.0004 0.0048

160 MH-J171 MH-J142 109.38 250 110 -0.98 0.0200 0.0005 0.0041

163 MH-J161 MH-J171 130.48 250 110 -0.98 0.0200 0.0005 0.0040

171 MH-J174 MH-J161 130.09 250 110 0.92 0.0188 0.0005 0.0036

173 MH-J175 MH-J138 131.47 200 110 -0.15 0.0048 0.0000 0.0003

175 MH-J176 MH-J138 202.86 250 110 -0.24 0.0049 0.0001 0.0003

181 MH-J143 MH-J155 167.70 150 100 0.20 0.0115 0.0005 0.0032

182 MH-J154 MH-J151 165.53 200 110 0.70 0.0224 0.0011 0.0065

183 MH-J156 MH-J154 175.00 150 100 -0.32 0.0183 0.0013 0.0074

185 MH-J143 MH-J150 175.34 200 110 0.18 0.0058 0.0001 0.0005

190 MH-J142 MH-J153 183.28 200 110 -0.26 0.0084 0.0002 0.0010

214 MH-J168 MH-J155 130.04 150 100 -0.26 0.0145 0.0006 0.0049

96 MH-J142 MH-J143 68.80 250 110 -1.52 0.0309 0.0006 0.0092

Average Day 2016 (PHASE 1)

Junction Report

Average Day 2016 (PHASE 1)

Pipe Report

IDDemand

(L/s)

Elevation

(m)Head (m)

Pressure

(psi)MH-J138 1.37 220.85 263.08 60.03

MH-J142 1.52 217.14 263.08 65.31

MH-J143 0.59 219.05 263.08 62.60

MH-J150 0.32 217.63 263.08 64.62

MH-J151 0.23 219.90 263.08 61.39

MH-J153 0.63 212.91 263.08 71.32

MH-J154 0.34 211.41 263.09 73.46

MH-J155 0.51 212.67 263.08 71.66

MH-J156 0.00 208.89 263.08 77.04

MH-J161 1.99 211.66 263.08 73.10

MH-J168 0.00 221.28 263.08 59.42

MH-J171 0.00 221.26 263.08 59.45

MH-J174 0.27 218.35 263.08 63.59

MH-J175 0.29 217.63 263.08 64.61

MH-J176 0.46 217.18 263.08 65.25

MH-J177 0.63 212.57 263.10 71.83

ID From Node To Node Length (m) Diameter Roughness Flow (L/s) Velocity Headloss HL/1000

110 MH-J150 MH-J151 69.47 200 110 -1.11 0.0353 0.0011 0.0153

116 MH-J153 MH-J150 71.65 200 110 -1.13 0.0359 0.0011 0.0156

118 MH-J143 MH-J154 71.21 250 110 -4.20 0.0856 0.0043 0.0601

121 MH-J155 MH-J156 71.80 150 100 -0.61 0.0347 0.0018 0.0244

133 MH-J161 MH-J138 74.62 250 110 2.11 0.0430 0.0013 0.0167

145 MH-J154 MH-J167 88.36 250 110 -6.49 0.1322 0.0119 0.1345

149 MH-J161 MH-J168 89.68 150 100 -0.49 0.0276 0.0014 0.0160

160 MH-J171 MH-J142 109.38 250 110 -1.86 0.0379 0.0015 0.0133

163 MH-J161 MH-J171 130.48 250 110 -1.86 0.0379 0.0018 0.0134

171 MH-J174 MH-J161 130.09 250 110 1.75 0.0358 0.0016 0.0120

173 MH-J175 MH-J138 131.47 200 110 -0.29 0.0091 0.0002 0.0011

175 MH-J176 MH-J138 202.86 250 110 -0.46 0.0093 0.0002 0.0010

181 MH-J143 MH-J155 167.70 150 100 0.39 0.0219 0.0017 0.0103

182 MH-J154 MH-J151 165.53 200 110 1.34 0.0425 0.0035 0.0212

183 MH-J156 MH-J154 175.00 150 100 -0.61 0.0347 0.0043 0.0243

185 MH-J143 MH-J150 175.34 200 110 0.34 0.0109 0.0003 0.0017

190 MH-J142 MH-J153 183.28 200 110 -0.50 0.0160 0.0006 0.0035

214 MH-J168 MH-J155 130.04 150 100 -0.49 0.0276 0.0021 0.0160

96 MH-J142 MH-J143 68.80 250 110 -2.88 0.0587 0.0021 0.0297

Maximum Day 2016 (PHASE 1)

Pipe Report

Maximum Day 2016 (PHASE 1)

Junction Report

IDDemand

(L/s)

Elevation

(m)Head (m)

Pressure

(psi)MH-J138 2.16 220.85 253.30 46.12

MH-J142 2.40 217.14 253.31 51.41

MH-J143 0.93 219.05 253.31 48.71

MH-J150 0.51 217.63 253.31 50.72

MH-J151 0.36 219.90 253.31 47.50

MH-J153 0.99 212.91 253.31 57.43

MH-J154 0.54 211.41 253.32 59.58

MH-J155 0.81 212.67 253.31 57.77

MH-J156 0.00 208.89 253.31 63.15

MH-J161 3.15 211.66 253.30 59.19

MH-J168 0.00 221.28 253.30 45.52

MH-J171 0.00 221.26 253.30 45.55

MH-J174 0.42 218.35 253.30 49.69

MH-J175 0.45 217.63 253.30 50.70

MH-J176 0.72 217.18 253.30 51.34

MH-J177 0.99 212.57 253.19 57.74

ID From Node To Node Length (m) Diameter Roughness Flow (L/s) Velocity Headloss HL/1000

110 MH-J150 MH-J151 69.47 200 110 -1.75 0.0557 0.0024 0.0351

116 MH-J153 MH-J150 71.65 200 110 -1.78 0.0567 0.0026 0.0364

118 MH-J143 MH-J154 71.21 250 110 -6.63 0.1351 0.0100 0.1398

121 MH-J155 MH-J156 71.80 150 100 -0.97 0.0548 0.0041 0.0570

133 MH-J161 MH-J138 74.62 250 110 3.33 0.0678 0.0029 0.0391

145 MH-J154 MH-J167 88.36 250 110 -10.25 0.2088 0.0277 0.3133

149 MH-J161 MH-J168 89.68 150 100 -0.77 0.0435 0.0033 0.0371

160 MH-J171 MH-J142 109.38 250 110 -2.94 0.0599 0.0034 0.0311

163 MH-J161 MH-J171 130.48 250 110 -2.94 0.0599 0.0040 0.0309

171 MH-J174 MH-J161 130.09 250 110 2.77 0.0565 0.0036 0.0277

173 MH-J175 MH-J138 131.47 200 110 -0.45 0.0143 0.0004 0.0028

175 MH-J176 MH-J138 202.86 250 110 -0.72 0.0147 0.0005 0.0023

181 MH-J143 MH-J155 167.70 150 100 0.61 0.0346 0.0041 0.0243

182 MH-J154 MH-J151 165.53 200 110 2.11 0.0671 0.0082 0.0497

183 MH-J156 MH-J154 175.00 150 100 -0.97 0.0548 0.0099 0.0568

185 MH-J143 MH-J150 175.34 200 110 0.54 0.0173 0.0007 0.0040

190 MH-J142 MH-J153 183.28 200 110 -0.79 0.0252 0.0015 0.0080

214 MH-J168 MH-J155 130.04 150 100 -0.77 0.0435 0.0048 0.0371

96 MH-J142 MH-J143 68.80 250 110 -4.55 0.0927 0.0048 0.0695

Peak Hour 2016 (PHASE 1)

Junction Report

Peak Hour 2016 (PHASE 1)

Pipe Report

ID

Static

Demand

(L/s)

Static Pressure

(psi)

Static

Head (m)

Fire-Flow

Demand (L/s)

Residual

Pressure (psi)

Available Flow at

Hydrant (L/s)

Available Flow

Pressure (psi)

Satisfies Fire

Flow

MH-J116 0.00 72.19 263.13 273.00 36.06 340.27 20 TRUE

MH-J132 1.10 64.08 263.18 136.00 54.69 366.27 20 TRUE

MH-J138 1.37 60.03 263.08 136.00 26.72 152.87 20 TRUE

MH-J142 1.52 65.31 263.08 136.00 39.12 190.06 20 TRUE

MH-J143 0.59 62.60 263.08 136.00 37.47 187.05 20 TRUE

MH-J150 0.32 64.62 263.08 92.00 49.47 176.45 20 TRUE

MH-J151 0.23 61.39 263.08 136.00 31.04 163.48 20 TRUE

MH-J153 0.63 71.32 263.08 92.00 54.99 182.65 20 TRUE

MH-J154 0.34 73.46 263.09 136.00 49.72 221.16 20 TRUE

MH-J155 0.51 71.66 263.08 136.00 26.59 147.55 20 TRUE

MH-J156 0.00 77.04 263.08 92.00 49.13 138.61 20 TRUE

MH-J161 1.99 73.10 263.08 136.00 43.89 195.62 20 TRUE

MH-J170 0.00 59.01 263.10 136.00 36.36 188.41 20 TRUE

MH-J171 0.00 59.45 263.08 136.00 31.41 166.59 20 TRUE

MH-J172 0.00 62.01 263.10 136.00 37.98 189.69 20 TRUE

MH-J173 0.00 63.46 263.11 92.00 54.40 244.29 20 TRUE

MH-J174 0.27 63.59 263.08 92.00 47.34 166.50 20 TRUE

MH-J175 0.29 64.61 263.08 92.00 37.04 121.80 20 TRUE

MH-J176 0.46 65.25 263.08 136.00 21.03 138.19 20 TRUE

MH-J177 0.63 71.83 263.10 92.00 62.28 256.03 20 TRUE

Maximum Day + Fire 2016 (PHASE 1)

Fire Flow Report

250

600

150

200

300500

30

0

150

20

0

20

0

60

0

500

30

0

200

200

300

25

0

25

015

0

600

20

0

200

200

200

300

15

0

200

200

200200

300

500

20

0

200

150

250

50

030

0

500

150

30

0

200

150

20

0

25

0

600

200

200

200

200

25

0

200

200

200

200

150 500

60

0500

200

30

0

250

250

30

0

300

200

500

30

0

25

0

30

0

20

0

30

0

200

200

150

200

30

0200

200

30

0

15015

0

20

0

20

020

0

30

0

20

0

200

20

0

200

30

0

150

30

0

300

21

7

20

120

3

20

7

21

819

7

19

4

WMN23936

167

192

WM

13

812

0

191

186

188

184

183

181

177

182

193

WM

13

8117

17

5W

M-1

0436-M

WM

N23903

147

169

17

9

173

171

21

4

164

148

163

WM138119

44

WM

13

8112

92

1131

60

41

99

96

137

95

159

15

7

SH

-P-2

0

19

5

15

2

15

4

WM

-10588-M

WM

N4

71

60

15

1

14

9

14

5

142

89

135

131

82

129

WMN23877

110

12

812

4

12

1

80

10

7

WM

138

116

10

5

103

102

74

WM

11019

72

WM

N2

38

83

WMN23881

WM

11

035

WM

N3

49

3

62

59W

MN

758

92

WM

N3

49

5

WMN3566

WM

N3

49

1

WMN804

WM

N3519

WM

11

02

1

38

WM

N3

51

0

WMN46866

WM11025

WM

N2

3927

WM

N3513

WMN3515

WMN23781

WM

N2

39

43

WM

N2

37

98

WCV1788

WCV1760

WCV1712

WCV1711

WCV1697

WCV1783

WCV1755

MH-J188

MH-J177

MH-J171

MH-J140

MH-J123

MH-J119

WFT3498

WFT3484

WFT3310

WFT3277

WFT3267

WFT3231

WFT3217

WFT3200

WFT3181

WFT3139

WFT2949

SH-J-675

SH-J-663

SH-J-659

SH-J-657

SH-J-647

WFT17203

SH-J-713

WJ-3134-M

Legend

Junction

PRESSURE

Less than 20

20~40

40~60

60~80

80~100

Greater than 100

2031Average Day

ID Demand (L/s) Elevation (m) Head (m)Pressure

(psi)

MH-J101 0.00 212.53 265.52 75.33

MH-J102 0.41 212.19 265.52 75.81

MH-J103 0.13 211.39 265.64 77.12

MH-J104 0.00 210.82 265.64 77.93

MH-J105 0.44 211.27 265.55 77.16

MH-J106 0.00 211.77 265.56 76.46

MH-J107 0.30 212.54 265.55 75.36

MH-J108 0.00 211.40 265.55 76.98

MH-J111 0.00 213.24 265.66 74.51

MH-J112 0.00 212.85 265.63 75.04

MH-J113 0.00 216.44 265.56 69.82

MH-J114 0.29 212.15 265.56 75.92

MH-J115 0.00 214.09 265.47 73.03

MH-J116 0.58 212.35 265.46 75.51

MH-J117 0.00 213.66 265.55 73.76

MH-J118 0.83 214.50 265.54 72.56

MH-J119 0.00 215.07 265.51 71.70

MH-J120 0.00 216.55 265.51 69.60

MH-J121 0.00 216.10 265.60 70.37

MH-J122 0.00 215.67 265.59 70.97

MH-J123 0.00 210.40 265.62 78.50

MH-J124 0.37 210.15 265.61 78.85

MH-J125 0.42 216.30 265.65 70.15

MH-J126 0.00 216.94 265.59 69.16

MH-J128 0.34 218.20 265.62 67.42

MH-J129 0.00 217.76 265.53 67.91

MH-J130 0.28 217.53 265.64 68.39

MH-J131 0.00 217.53 265.63 68.38

MH-J132 0.58 218.10 265.13 66.86

MH-J134 0.00 221.28 265.56 62.95

MH-J135 0.44 222.00 265.62 62.01

MH-J136 0.00 218.85 265.60 66.46

MH-J137 0.00 217.69 265.51 67.97

MH-J138 0.72 220.85 265.64 63.67

MH-J139 0.44 223.61 265.55 59.62

MH-J140 0.19 218.20 265.64 67.44

MH-J141 0.19 217.06 265.64 69.06

MH-J142 0.80 217.14 265.64 68.95

MH-J143 0.31 219.05 265.64 66.23

MH-J144 0.22 217.32 265.57 68.59

MH-J145 0.27 216.20 265.56 70.18

MH-J146 0.19 214.00 265.64 73.41

MH-J147 0.28 210.80 265.55 77.83

MH-J148 0.23 210.60 265.57 78.14

MH-J149 0.24 210.35 265.58 78.52

MH-J150 0.17 217.63 265.64 68.25

MH-J151 0.12 219.90 265.64 65.03

MH-J153 0.33 212.91 265.64 74.96

MH-J154 0.18 211.41 265.64 77.10

MH-J155 0.27 212.67 265.64 75.30

MH-J156 0.00 208.89 265.64 80.68

MH-J157 0.25 210.25 265.60 78.68

MH-J158 0.07 209.76 265.64 79.44

MH-J159 0.26 217.62 265.58 68.18

MH-J160 0.30 218.36 265.60 67.15

MH-J161 1.05 211.66 265.64 76.74

MH-J162 0.27 227.30 265.62 54.47

MH-J164 0.00 217.36 265.51 68.45

MH-J165 0.44 217.73 265.57 68.01

MH-J166 0.46 218.36 265.54 67.08

MH-J167 0.29 215.26 265.65 71.63

MH-J168 0.00 221.28 265.64 63.06

MH-J169 0.00 223.89 265.32 58.90

MH-J170 0.00 221.59 265.65 62.63

MH-J171 0.00 221.26 265.64 63.09

MH-J172 0.00 219.48 265.65 65.63

MH-J173 0.48 218.47 265.65 67.07

MH-J174 0.14 218.35 265.64 67.23

MH-J175 0.15 217.63 265.64 68.25

MH-J176 0.24 217.18 265.64 68.89

MH-J177 0.33 212.57 265.50 75.25

MH-J178 0.00 213.80 265.73 73.82

MH-J182 0.00 207.67 265.51 82.22

SH-J-705 0.00 213.08 265.42 74.40

SH-J-713 3.79 215.00 265.70 72.07

WFT87032 0.00 216.77 264.96 68.51

WJ-3132-M 0.00 220.00 265.85 65.19

Average Day 2031

Junction Report

ID From Node To Node Length Diameter Roughness Flow Velocity Headloss HL/1000

102 MH-J145 MH-J113 69.07 200 110 2.12 0.0674 0.0035 0.0501

103 MH-J104 MH-J146 69.16 200 110 1.40 0.0447 0.0016 0.0234

105 MH-J108 MH-J147 69.81 200 110 1.53 0.0486 0.0019 0.0275

107 MH-J148 MH-J149 70.07 300 120 -14.63 0.2070 0.0149 0.2122

110 MH-J150 MH-J151 69.47 200 110 -0.51 0.0162 0.0002 0.0035

113 WFT87032 MH-J132 120.64 300 120 -40.69 0.5757 0.1701 1.4097

115 MH-J126 MH-J111 95.69 200 110 -8.97 0.2856 0.0695 0.7259

116 MH-J153 MH-J150 71.65 200 110 -0.52 0.0166 0.0003 0.0039

118 MH-J143 MH-J154 71.21 250 110 -1.95 0.0398 0.0010 0.0144

120 MH-J147 MH-J148 71.59 300 120 -14.88 0.2106 0.0157 0.2188

121 MH-J155 MH-J156 71.80 150 100 -0.28 0.0159 0.0004 0.0057

124 MH-J149 MH-J157 72.21 300 120 -14.68 0.2077 0.0154 0.2133

126 MH-J158 MH-J130 72.42 200 110 1.61 0.0511 0.0022 0.0301

128 MH-J157 MH-J124 72.69 300 120 -14.70 0.2079 0.0156 0.2140

129 MH-J159 MH-J144 73.98 200 110 4.15 0.1320 0.0129 0.1738

131 MH-J160 MH-J159 74.50 200 110 4.60 0.1464 0.0157 0.2108

133 MH-J161 MH-J138 74.62 250 110 0.54 0.0110 0.0001 0.0013

135 MH-J162 MH-J160 77.02 200 110 5.13 0.1634 0.0199 0.2580

137 MH-J164 MH-J137 149.07 300 120 2.19 0.0310 0.0009 0.0062

140 MH-J165 MH-J134 78.72 200 110 4.35 0.1383 0.0149 0.1895

142 MH-J139 MH-J166 83.54 200 110 1.54 0.0489 0.0023 0.0276

144 MH-J122 MH-J165 83.65 200 110 4.79 0.1523 0.0190 0.2266

145 MH-J154 MH-J167 88.36 250 110 -3.04 0.0620 0.0029 0.0331

147 MH-J158 MH-J140 141.22 200 110 0.86 0.0273 0.0013 0.0095

148 MH-J130 MH-J141 126.05 200 110 -0.48 0.0152 0.0004 0.0031

149 MH-J161 MH-J168 89.68 150 100 -0.18 0.0104 0.0002 0.0027

151 MH-J167 MH-J158 93.38 200 110 2.11 0.0672 0.0046 0.0496

152 MH-J169 MH-J116 97.06 300 120 -41.27 0.5839 0.1405 1.4471

154 MH-J170 MH-J103 96.71 200 110 1.95 0.0622 0.0042 0.0431

156 MH-J128 MH-J135 21.95 200 110 2.68 0.0852 0.0017 0.0771

157 MH-J166 MH-J118 99.95 200 110 1.08 0.0343 0.0014 0.0143

158 MH-J135 MH-J121 95.80 200 110 4.79 0.1523 0.0217 0.2266

159 MH-J131 MH-J128 101.91 200 110 3.02 0.0960 0.0098 0.0964

160 MH-J171 MH-J142 109.38 250 110 -0.68 0.0139 0.0002 0.0020

162 MH-J113 MH-J108 113.08 200 110 1.83 0.0582 0.0043 0.0380

163 MH-J161 MH-J171 130.48 250 110 -0.68 0.0139 0.0003 0.0021

164 MH-J136 MH-J139 126.44 150 100 2.88 0.1627 0.0540 0.4274

165 MH-J170 MH-J172 124.18 300 120 -4.74 0.0671 0.0033 0.0264

167 MH-J173 MH-J116 224.97 300 120 30.23 0.4277 0.1829 0.8130

169 MH-J146 MH-J130 140.42 200 110 1.21 0.0387 0.0025 0.0179

170 MH-J145 MH-J147 144.46 150 100 1.06 0.0598 0.0097 0.0670

171 MH-J174 MH-J161 130.09 250 110 0.73 0.0148 0.0003 0.0023

173 MH-J175 MH-J138 131.47 200 110 0.17 0.0056 0.0001 0.0004

175 MH-J176 MH-J138 202.86 250 110 0.01 0.0001 0.0000 0.0000

177 MH-J147 MH-J177 165.94 300 120 17.19 0.2432 0.0474 0.2858

179 MH-J169 MH-J132 132.50 300 120 41.27 0.5839 0.1918 1.4472

180 MH-J148 MH-J144 160.50 150 100 -0.48 0.0273 0.0025 0.0157

181 MH-J143 MH-J155 167.70 150 100 0.17 0.0097 0.0004 0.0023

182 MH-J154 MH-J151 165.53 200 110 0.63 0.0201 0.0009 0.0053

183 MH-J156 MH-J154 175.00 150 100 -0.28 0.0159 0.0010 0.0057

184 MH-J149 MH-J159 177.64 150 100 -0.19 0.0109 0.0005 0.0028

185 MH-J143 MH-J150 175.34 200 110 0.18 0.0057 0.0001 0.0005

186 MH-J178 MH-J162 188.07 200 110 7.97 0.2537 0.1097 0.5830

188 MH-J170 MH-J167 182.19 300 120 2.79 0.0394 0.0018 0.0098

189 MH-J103 MH-J158 187.56 150 100 0.42 0.0237 0.0023 0.0120

190 MH-J142 MH-J153 183.28 200 110 -0.19 0.0061 0.0001 0.0005

191 MH-J157 MH-J160 195.59 150 100 -0.23 0.0132 0.0008 0.0041

192 MH-J124 MH-J162 212.25 250 110 -2.57 0.0523 0.0051 0.0241

193 MH-J167 MH-J173 162.88 300 120 -2.66 0.0376 0.0015 0.0090

194 MH-J164 MH-J119 240.75 300 120 -2.19 0.0310 0.0015 0.0063

195 SH-J-705 MH-J177 262.00 300 120 -18.85 0.2667 0.0888 0.3391

197 MH-J115 MH-J137 292.47 300 120 -11.62 0.1644 0.0405 0.1384

201 MH-J182 MH-J177 462.90 300 120 1.99 0.0282 0.0024 0.0053

203 MH-J120 MH-J182 462.77 300 120 1.99 0.0282 0.0024 0.0053

207 MH-J174 MH-J172 396.10 200 110 -1.44 0.0457 0.0097 0.0244

214 MH-J168 MH-J155 130.04 150 100 -0.18 0.0104 0.0003 0.0026

217 MH-J172 SH-J-713 1146.99 300 120 -6.18 0.0874 0.0492 0.0429

29 MH-J101 MH-J102 8.34 200 110 4.59 0.1462 0.0018 0.2097

32 MH-J103 MH-J104 13.15 200 110 1.40 0.0447 0.0003 0.0226

35 MH-J105 MH-J106 15.08 200 110 -8.97 0.2856 0.0109 0.7253

38 MH-J107 MH-J108 21.59 150 100 -0.30 0.0170 0.0002 0.0069

41 MH-J176 MH-J175 69.43 200 110 -0.25 0.0078 0.0001 0.0008

44 MH-J111 MH-J112 77.74 200 110 5.42 0.1727 0.0222 0.2857

47 MH-J113 MH-J114 27.01 150 100 0.29 0.0164 0.0002 0.0055

50 MH-J115 MH-J116 14.44 300 120 11.62 0.1644 0.0020 0.1391

53 MH-J117 MH-J118 30.51 200 110 4.35 0.1383 0.0058 0.1897

56 MH-J119 MH-J120 36.68 300 120 -2.19 0.0310 0.0002 0.0061

59 MH-J121 MH-J122 37.43 200 110 4.79 0.1523 0.0085 0.2266

62 MH-J123 MH-J124 38.43 300 120 12.50 0.1768 0.0061 0.1583

65 MH-J135 MH-J112 42.92 200 110 -5.42 0.1727 0.0123 0.2861

67 MH-J106 MH-J126 41.06 200 110 -8.97 0.2856 0.0298 0.7258

72 MH-J129 MH-J101 43.07 200 110 4.59 0.1462 0.0090 0.2099

74 MH-J130 MH-J131 46.61 200 110 3.02 0.0960 0.0045 0.0966

80 MH-J134 MH-J117 47.85 200 110 4.35 0.1383 0.0091 0.1894

82 MH-J135 MH-J136 49.46 150 100 2.88 0.1627 0.0211 0.4273

85 MH-J137 MH-J105 50.76 200 110 -9.43 0.3002 0.0404 0.7960

87 MH-J175 MH-J174 76.72 200 110 -0.57 0.0182 0.0003 0.0044

89 MH-J105 MH-J139 54.29 200 110 -0.90 0.0286 0.0005 0.0099

91 MH-J118 MH-J129 56.06 200 110 4.59 0.1462 0.0118 0.2101

92 MH-J140 MH-J141 75.50 200 110 0.67 0.0212 0.0005 0.0059

95 MH-J102 MH-J120 67.70 200 110 4.18 0.1332 0.0120 0.1767

96 MH-J142 MH-J143 68.80 250 110 -1.29 0.0263 0.0005 0.0068

99 MH-J144 MH-J145 68.89 200 110 3.45 0.1097 0.0085 0.1234

SH-P-20 MH-J111 MH-J125 230.12 600 120 33.79 0.1195 0.0079 0.0342

WM-10436-M WJ-3132-M MH-J178 776.13 600 120 78.62 0.2781 0.1266 0.1631

WM138116 MH-J178 SH-J-713 210.91 600 120 70.65 0.2499 0.0282 0.1339

WM138118 MH-J125 MH-J173 69.75 600 120 33.37 0.1180 0.0023 0.0333

WM138119 SH-J-713 MH-J123 507.91 300 120 12.50 0.1768 0.0804 0.1584

WM138120 SH-J-713 MH-J111 647.00 600 120 48.19 0.1704 0.0426 0.0659

Average Day 2031

Pipe Report

ID Demand Elevation (m) Head (m) Pressure

MH-J101 0.00 212.53 262.48 71.01

MH-J102 0.78 212.19 262.48 71.49

MH-J103 0.25 211.39 262.58 72.78

MH-J104 0.00 210.82 262.58 73.58

MH-J105 0.83 211.27 262.50 72.83

MH-J106 0.00 211.77 262.51 72.14

MH-J107 0.57 212.54 262.49 71.01

MH-J108 0.00 211.40 262.49 72.63

MH-J111 0.00 213.24 262.61 70.18

MH-J112 0.00 212.85 262.58 70.70

MH-J113 0.00 216.44 262.49 65.47

MH-J114 0.55 212.15 262.49 71.57

MH-J115 0.00 214.09 262.46 68.77

MH-J116 1.09 212.35 262.46 71.24

MH-J117 0.00 213.66 262.50 69.43

MH-J118 0.83 214.50 262.50 68.23

MH-J119 0.00 215.07 262.47 67.39

MH-J120 0.00 216.55 262.47 65.29

MH-J121 0.00 216.10 262.55 66.03

MH-J122 0.00 215.67 262.54 66.63

MH-J123 0.00 210.40 262.56 74.15

MH-J124 0.71 210.15 262.55 74.49

MH-J125 0.79 216.30 262.60 65.82

MH-J126 0.00 216.94 262.54 64.83

MH-J128 0.65 218.20 262.57 63.07

MH-J129 0.00 217.76 262.49 63.59

MH-J130 0.52 217.53 262.58 64.04

MH-J131 0.00 217.53 262.57 64.03

MH-J132 1.10 218.10 262.28 62.80

MH-J134 0.00 221.28 262.51 58.61

MH-J135 0.83 222.00 262.57 57.67

MH-J136 0.00 218.85 262.55 62.12

MH-J137 0.00 217.69 262.48 63.67

MH-J138 1.37 220.85 262.57 59.31

MH-J139 0.83 223.61 262.50 55.29

MH-J140 0.36 218.20 262.58 63.09

MH-J141 0.36 217.06 262.58 64.71

MH-J142 1.52 217.14 262.57 64.58

MH-J143 0.59 219.05 262.57 61.87

MH-J144 0.42 217.32 262.51 64.24

MH-J145 0.51 216.20 262.50 65.82

MH-J146 0.35 214.00 262.58 69.06

MH-J147 0.53 210.80 262.49 73.48

MH-J148 0.43 210.60 262.50 73.79

MH-J149 0.45 210.35 262.52 74.16

MH-J150 0.33 217.63 262.57 63.89

MH-J151 0.23 219.90 262.57 60.66

MH-J153 0.63 212.91 262.57 70.60

MH-J154 0.35 211.41 262.58 72.74

MH-J155 0.50 212.67 262.57 70.94

MH-J156 0.00 208.89 262.57 76.31

MH-J157 0.48 210.25 262.54 74.33

MH-J158 0.44 209.76 262.58 75.09

MH-J159 0.49 217.62 262.52 63.83

MH-J160 0.56 218.36 262.54 62.80

MH-J161 2.00 211.66 262.57 72.37

MH-J162 0.50 227.30 262.56 50.12

MH-J164 0.00 217.36 262.48 64.14

MH-J165 0.85 217.73 262.52 63.67

MH-J166 0.87 218.36 262.50 62.75

MH-J167 0.00 215.26 262.59 67.28

MH-J168 0.00 221.28 262.57 58.70

MH-J169 0.00 223.89 262.38 54.72

MH-J170 0.00 221.59 262.59 58.28

MH-J171 0.00 221.26 262.57 58.72

MH-J172 0.00 219.48 262.59 61.29

MH-J173 0.91 218.47 262.60 62.73

MH-J174 0.27 218.35 262.57 62.86

MH-J175 0.28 217.63 262.57 63.88

MH-J176 0.46 217.18 262.57 64.52

MH-J177 0.63 212.57 262.45 70.91

MH-J178 0.00 213.80 262.68 69.49

MH-J182 0.00 207.67 262.46 77.89

SH-J-705 0.00 213.08 262.35 70.05

SH-J-713 7.21 215.00 262.65 67.74

WFT87032 0.00 216.77 262.18 64.57

WJ-3132-M 0.01 220.00 262.82 60.88

Maximum Day 2031

Junction Report

ID From Node To Node Length Diameter Roughness Flow Velocity Headloss HL/1000

102 MH-J145 MH-J113 69.07 200 110 2.06 0.0657 0.0033 0.0477

103 MH-J104 MH-J146 69.16 200 110 1.59 0.0506 0.0020 0.0293

105 MH-J108 MH-J147 69.81 200 110 0.94 0.0301 0.0008 0.0112

107 MH-J148 MH-J149 70.07 300 120 -14.41 0.2039 0.0145 0.2063

110 MH-J150 MH-J151 69.47 200 110 -1.06 0.0337 0.0010 0.0139

113 WFT87032 MH-J132 120.64 300 120 -29.21 0.4132 0.0921 0.7630

115 MH-J126 MH-J111 95.69 200 110 -8.62 0.2744 0.0645 0.6742

116 MH-J153 MH-J150 71.65 200 110 -1.08 0.0343 0.0010 0.0143

118 MH-J143 MH-J154 71.21 250 110 -4.03 0.0820 0.0039 0.0554

120 MH-J147 MH-J148 71.59 300 120 -14.30 0.2023 0.0146 0.2032

121 MH-J155 MH-J156 71.80 150 100 -0.58 0.0329 0.0016 0.0223

124 MH-J149 MH-J157 72.21 300 120 -14.89 0.2107 0.0158 0.2190

126 MH-J158 MH-J130 72.42 200 110 1.68 0.0535 0.0024 0.0326

128 MH-J157 MH-J124 72.69 300 120 -15.23 0.2154 0.0166 0.2283

129 MH-J159 MH-J144 73.98 200 110 4.21 0.1341 0.0133 0.1790

131 MH-J160 MH-J159 74.50 200 110 4.67 0.1488 0.0162 0.2168

133 MH-J161 MH-J138 74.62 250 110 1.16 0.0236 0.0004 0.0055

135 MH-J162 MH-J160 77.02 200 110 5.38 0.1711 0.0217 0.2811

137 MH-J164 MH-J137 149.07 300 120 -1.59 0.0224 0.0005 0.0035

140 MH-J165 MH-J134 78.72 200 110 3.69 0.1176 0.0110 0.1401

142 MH-J139 MH-J166 83.54 200 110 1.92 0.0613 0.0035 0.0419

144 MH-J122 MH-J165 83.65 200 110 4.54 0.1446 0.0172 0.2059

145 MH-J154 MH-J167 88.36 250 110 -6.25 0.1273 0.0111 0.1253

147 MH-J158 MH-J140 141.22 200 110 1.01 0.0321 0.0018 0.0127

148 MH-J130 MH-J141 126.05 200 110 -0.29 0.0091 0.0002 0.0012

149 MH-J161 MH-J168 89.68 150 100 -0.44 0.0249 0.0012 0.0133

151 MH-J167 MH-J158 93.38 200 110 2.67 0.0850 0.0072 0.0769

152 MH-J169 MH-J116 97.06 300 120 -30.31 0.4288 0.0793 0.8169

154 MH-J170 MH-J103 96.71 200 110 2.30 0.0731 0.0056 0.0581

156 MH-J128 MH-J135 21.95 200 110 2.04 0.0648 0.0010 0.0466

157 MH-J166 MH-J118 99.95 200 110 1.05 0.0336 0.0014 0.0138

158 MH-J135 MH-J121 95.80 200 110 4.54 0.1446 0.0197 0.2058

159 MH-J131 MH-J128 101.91 200 110 2.69 0.0855 0.0079 0.0778

160 MH-J171 MH-J142 109.38 250 110 -1.66 0.0337 0.0012 0.0107

162 MH-J113 MH-J108 113.08 200 110 1.51 0.0482 0.0031 0.0270

163 MH-J161 MH-J171 130.48 250 110 -1.66 0.0337 0.0014 0.0107

164 MH-J136 MH-J139 126.44 150 100 2.59 0.1464 0.0444 0.3514

165 MH-J170 MH-J172 124.18 300 120 -4.43 0.0627 0.0029 0.0232

167 MH-J173 MH-J116 224.97 300 120 25.36 0.3587 0.1321 0.5871

169 MH-J146 MH-J130 140.42 200 110 1.24 0.0394 0.0026 0.0186

170 MH-J145 MH-J147 144.46 150 100 0.90 0.0507 0.0071 0.0493

171 MH-J174 MH-J161 130.09 250 110 1.06 0.0216 0.0006 0.0047

173 MH-J175 MH-J138 131.47 200 110 0.28 0.0088 0.0002 0.0011

175 MH-J176 MH-J138 202.86 250 110 -0.06 0.0013 0.0000 0.0000

177 MH-J147 MH-J177 165.94 300 120 15.61 0.2209 0.0397 0.2391

179 MH-J169 MH-J132 132.50 300 120 30.31 0.4288 0.1082 0.8168

180 MH-J148 MH-J144 160.50 150 100 -0.32 0.0182 0.0012 0.0074

181 MH-J143 MH-J155 167.70 150 100 0.36 0.0203 0.0015 0.0091

182 MH-J154 MH-J151 165.53 200 110 1.29 0.0410 0.0033 0.0199

183 MH-J156 MH-J154 175.00 150 100 -0.58 0.0329 0.0039 0.0221

184 MH-J149 MH-J159 177.64 150 100 0.03 0.0017 0.0000 0.0001

185 MH-J143 MH-J150 175.34 200 110 0.35 0.0111 0.0003 0.0018

186 MH-J178 MH-J162 188.07 200 110 8.51 0.2709 0.1238 0.6581

188 MH-J170 MH-J167 182.19 300 120 2.13 0.0302 0.0011 0.0060

189 MH-J103 MH-J158 187.56 150 100 0.46 0.0259 0.0027 0.0142

190 MH-J142 MH-J153 183.28 200 110 -0.45 0.0143 0.0005 0.0028

191 MH-J157 MH-J160 195.59 150 100 -0.14 0.0081 0.0003 0.0016

192 MH-J124 MH-J162 212.25 250 110 -2.63 0.0537 0.0054 0.0253

193 MH-J167 MH-J173 162.88 300 120 -6.78 0.0960 0.0083 0.0511

194 MH-J164 MH-J119 240.75 300 120 1.59 0.0224 0.0008 0.0035

195 SH-J-705 MH-J177 262.00 300 120 -19.71 0.2788 0.0964 0.3681

197 MH-J115 MH-J137 292.47 300 120 -6.04 0.0854 0.0120 0.0412

201 MH-J182 MH-J177 462.90 300 120 4.72 0.0668 0.0121 0.0261

203 MH-J120 MH-J182 462.77 300 120 4.72 0.0668 0.0121 0.0261

207 MH-J174 MH-J172 396.10 200 110 -2.28 0.0727 0.0228 0.0576

214 MH-J168 MH-J155 130.04 150 100 -0.44 0.0249 0.0017 0.0132

217 MH-J172 SH-J-713 1,146.99 300 120 -6.71 0.0950 0.0575 0.0501

29 MH-J101 MH-J102 8.34 200 110 3.92 0.1247 0.0013 0.1562

32 MH-J103 MH-J104 13.15 200 110 1.59 0.0506 0.0004 0.0297

35 MH-J105 MH-J106 15.08 200 110 -8.62 0.2744 0.0102 0.6735

38 MH-J107 MH-J108 21.59 150 100 -0.57 0.0323 0.0005 0.0215

41 MH-J176 MH-J175 69.43 200 110 -0.40 0.0126 0.0002 0.0021

44 MH-J111 MH-J112 77.74 200 110 5.92 0.1886 0.0262 0.3365

47 MH-J113 MH-J114 27.01 150 100 0.55 0.0311 0.0005 0.0200

50 MH-J115 MH-J116 14.44 300 120 6.04 0.0854 0.0006 0.0412

53 MH-J117 MH-J118 30.51 200 110 3.69 0.1176 0.0043 0.1403

56 MH-J119 MH-J120 36.68 300 120 1.59 0.0224 0.0001 0.0036

59 MH-J121 MH-J122 37.43 200 110 4.54 0.1446 0.0077 0.2058

62 MH-J123 MH-J124 38.43 300 120 13.30 0.1882 0.0068 0.1777

65 MH-J135 MH-J112 42.92 200 110 -5.92 0.1886 0.0144 0.3363

67 MH-J106 MH-J126 41.06 200 110 -8.62 0.2744 0.0277 0.6741

72 MH-J129 MH-J101 43.07 200 110 3.92 0.1247 0.0067 0.1564

74 MH-J130 MH-J131 46.61 200 110 2.69 0.0855 0.0036 0.0778

80 MH-J134 MH-J117 47.85 200 110 3.69 0.1176 0.0067 0.1404

82 MH-J135 MH-J136 49.46 150 100 2.59 0.1464 0.0174 0.3513

85 MH-J137 MH-J105 50.76 200 110 -7.62 0.2427 0.0273 0.5369

87 MH-J175 MH-J174 76.72 200 110 -0.95 0.0303 0.0009 0.0114

89 MH-J105 MH-J139 54.29 200 110 0.17 0.0053 0.0000 0.0007

91 MH-J118 MH-J129 56.06 200 110 3.92 0.1247 0.0088 0.1563

92 MH-J140 MH-J141 75.50 200 110 0.65 0.0206 0.0004 0.0057

95 MH-J102 MH-J120 67.70 200 110 3.14 0.0999 0.0070 0.1039

96 MH-J142 MH-J143 68.80 250 110 -2.73 0.0556 0.0019 0.0270

99 MH-J144 MH-J145 68.89 200 110 3.47 0.1105 0.0086 0.1250

SH-P-20 MH-J111 MH-J125 230.12 600 120 33.84 0.1197 0.0079 0.0342

WM-10436-M WJ-3132-M MH-J178 776.13 600 120 84.12 0.2975 0.1435 0.1849

WM138116 MH-J178 SH-J-713 210.91 600 120 75.61 0.2674 0.0320 0.1518

WM138118 MH-J125 MH-J173 69.75 600 120 33.05 0.1169 0.0023 0.0328

WM138119 SH-J-713 MH-J123 507.91 300 120 13.30 0.1882 0.0903 0.1778

WM138120 SH-J-713 MH-J111 647.00 600 120 48.39 0.1711 0.0430 0.0664

Maximum Day 2031

Pipe Report

ID Demand (L/s) Elevation (m) Head (m) Pressure

MH-J101 0.00 212.53 261.29 69.31

MH-J102 1.23 212.19 261.29 69.80

MH-J103 0.40 211.39 261.30 70.95

MH-J104 0.00 210.82 261.30 71.76

MH-J105 1.31 211.27 261.31 71.13

MH-J106 0.00 211.77 261.31 70.42

MH-J107 0.90 212.54 261.26 69.26

MH-J108 0.00 211.40 261.26 70.88

MH-J111 0.00 213.24 261.33 68.36

MH-J112 0.00 212.85 261.31 68.89

MH-J113 0.00 216.44 261.26 63.71

MH-J114 0.88 212.15 261.26 69.82

MH-J115 0.00 214.09 261.32 67.15

MH-J116 1.73 212.35 261.32 69.62

MH-J117 0.00 213.66 261.29 67.71

MH-J118 1.31 214.50 261.29 66.52

MH-J119 0.00 215.07 261.29 65.71

MH-J120 0.00 216.55 261.29 63.60

MH-J121 0.00 216.10 261.30 64.25

MH-J122 0.00 215.67 261.29 64.86

MH-J123 0.00 210.40 261.29 72.35

MH-J124 1.11 210.15 261.29 72.70

MH-J125 1.25 216.30 261.33 64.01

MH-J126 0.00 216.94 261.31 63.08

MH-J128 1.02 218.20 261.30 61.27

MH-J129 0.00 217.76 261.29 61.88

MH-J130 0.83 217.53 261.30 62.22

MH-J131 0.00 217.53 261.30 62.22

MH-J132 1.74 218.10 261.33 61.46

MH-J134 0.00 221.28 261.29 56.88

MH-J135 1.31 222.00 261.30 55.87

MH-J136 0.00 218.85 261.30 60.35

MH-J137 0.00 217.69 261.31 62.00

MH-J138 2.16 220.85 261.25 57.44

MH-J139 1.31 223.61 261.30 53.58

MH-J140 0.56 218.20 261.30 61.27

MH-J141 0.56 217.06 261.30 62.89

MH-J142 2.41 217.14 261.26 62.72

MH-J143 0.93 219.05 261.27 60.01

MH-J144 0.66 217.32 261.27 62.47

MH-J145 0.81 216.20 261.26 64.07

MH-J146 0.56 214.00 261.30 67.24

MH-J147 0.84 210.80 261.26 71.74

MH-J148 0.68 210.60 261.27 72.03

MH-J149 0.72 210.35 261.27 72.39

MH-J150 0.52 217.63 261.26 62.03

MH-J151 0.36 219.90 261.27 58.81

MH-J153 0.99 212.91 261.26 68.74

MH-J154 0.55 211.41 261.28 70.89

MH-J155 0.80 212.67 261.26 69.08

MH-J156 0.00 208.89 261.27 74.46

MH-J157 0.76 210.25 261.28 72.54

MH-J158 0.69 209.76 261.30 73.27

MH-J159 0.77 217.62 261.27 62.05

MH-J160 0.89 218.36 261.28 61.01

MH-J161 3.16 211.66 261.25 70.50

MH-J162 0.80 227.30 261.29 48.32

MH-J164 0.00 217.36 261.30 62.46

MH-J165 1.33 217.73 261.29 61.92

MH-J166 1.37 218.36 261.29 61.03

MH-J167 0.00 215.26 261.30 65.46

MH-J168 0.00 221.28 261.26 56.83

MH-J169 0.00 223.89 261.33 53.22

MH-J170 0.00 221.59 261.30 56.46

MH-J171 0.00 221.26 261.26 56.86

MH-J172 0.00 219.48 261.30 59.46

MH-J173 1.43 218.47 261.33 60.92

MH-J174 0.43 218.35 261.25 60.99

MH-J175 0.73 217.63 261.25 62.01

MH-J176 0.73 217.18 261.25 62.65

MH-J177 0.99 212.57 261.26 69.21

MH-J178 0.00 213.80 261.35 67.60

MH-J182 0.00 207.67 261.27 76.20

SH-J-705 0.00 213.08 261.23 68.45

SH-J-713 0.00 215.00 261.34 65.88

WFT87032 0.00 216.77 261.34 63.36

WJ-3132-M 0.03 220.00 261.40 58.86

Peak Hour 2031

Junction Report

ID From Node To Node Length (m) Diameter Roughness Flow Velocity Headloss HL/1000

102 MH-J145 MH-J113 69.07 200 110 1.03 0.0329 0.0009 0.0132

103 MH-J104 MH-J146 69.16 200 110 0.94 0.0299 0.0008 0.0110

105 MH-J108 MH-J147 69.81 200 110 -0.75 0.0237 0.0005 0.0072

107 MH-J148 MH-J149 70.07 300 120 -8.35 0.1182 0.0053 0.0751

110 MH-J150 MH-J151 69.47 200 110 -1.76 0.0559 0.0025 0.0354

113 WFT87032 MH-J132 120.64 300 120 7.36 0.1041 0.0072 0.0594

115 MH-J126 MH-J111 95.69 200 110 -3.91 0.1243 0.0149 0.1555

116 MH-J153 MH-J150 71.65 200 110 -1.78 0.0568 0.0026 0.0366

118 MH-J143 MH-J154 71.21 250 110 -6.65 0.1356 0.0100 0.1408

120 MH-J147 MH-J148 71.59 300 120 -7.44 0.1053 0.0043 0.0606

121 MH-J155 MH-J156 71.80 150 100 -0.97 0.0548 0.0041 0.0570

124 MH-J149 MH-J157 72.21 300 120 -9.34 0.1322 0.0067 0.0925

126 MH-J158 MH-J130 72.42 200 110 0.69 0.0219 0.0005 0.0062

128 MH-J157 MH-J124 72.69 300 120 -10.31 0.1458 0.0081 0.1108

129 MH-J159 MH-J144 73.98 200 110 2.48 0.0789 0.0050 0.0669

131 MH-J160 MH-J159 74.50 200 110 2.98 0.0948 0.0070 0.0942

133 MH-J161 MH-J138 74.62 250 110 2.07 0.0421 0.0012 0.0162

135 MH-J162 MH-J160 77.02 200 110 3.66 0.1166 0.0106 0.1382

137 MH-J164 MH-J137 149.07 300 120 -6.05 0.0856 0.0062 0.0413

140 MH-J165 MH-J134 78.72 200 110 0.68 0.0217 0.0005 0.0062

142 MH-J139 MH-J166 83.54 200 110 2.73 0.0871 0.0067 0.0804

144 MH-J122 MH-J165 83.65 200 110 2.01 0.0640 0.0038 0.0454

145 MH-J154 MH-J167 88.36 250 110 -10.29 0.2096 0.0279 0.3156

147 MH-J158 MH-J140 141.22 200 110 0.66 0.0210 0.0008 0.0058

148 MH-J130 MH-J141 126.05 200 110 0.46 0.0147 0.0004 0.0030

149 MH-J161 MH-J168 89.68 150 100 -0.78 0.0439 0.0034 0.0378

151 MH-J167 MH-J158 93.38 200 110 1.81 0.0575 0.0035 0.0375

152 MH-J169 MH-J116 97.06 300 120 5.62 0.0795 0.0035 0.0360

154 MH-J170 MH-J103 96.71 200 110 1.57 0.0500 0.0028 0.0287

156 MH-J128 MH-J135 21.95 200 110 -1.24 0.0395 0.0004 0.0187

157 MH-J166 MH-J118 99.95 200 110 1.36 0.0435 0.0022 0.0222

158 MH-J135 MH-J121 95.80 200 110 2.01 0.0640 0.0044 0.0454

159 MH-J131 MH-J128 101.91 200 110 -0.22 0.0071 0.0001 0.0007

160 MH-J171 MH-J142 109.38 250 110 -2.95 0.0602 0.0034 0.0313

162 MH-J113 MH-J108 113.08 200 110 0.15 0.0049 0.0000 0.0003

163 MH-J161 MH-J171 130.48 250 110 -2.95 0.0602 0.0041 0.0312

164 MH-J136 MH-J139 126.44 150 100 0.39 0.0223 0.0014 0.0107

165 MH-J170 MH-J172 124.18 300 120 -1.97 0.0279 0.0007 0.0052

167 MH-J173 MH-J116 224.97 300 120 3.22 0.0455 0.0029 0.0128

169 MH-J146 MH-J130 140.42 200 110 0.38 0.0121 0.0003 0.0021

170 MH-J145 MH-J147 144.46 150 100 0.20 0.0115 0.0005 0.0031

171 MH-J174 MH-J161 130.09 250 110 1.50 0.0305 0.0012 0.0089

173 MH-J175 MH-J138 131.47 200 110 0.32 0.0101 0.0002 0.0016

175 MH-J176 MH-J138 202.86 250 110 -0.22 0.0045 0.0001 0.0003

177 MH-J147 MH-J177 165.94 300 120 6.06 0.0858 0.0069 0.0415

179 MH-J169 MH-J132 132.50 300 120 -5.62 0.0795 0.0048 0.0361

180 MH-J148 MH-J144 160.50 150 100 0.23 0.0131 0.0006 0.0039

181 MH-J143 MH-J155 167.70 150 100 0.61 0.0344 0.0040 0.0240

182 MH-J154 MH-J151 165.53 200 110 2.12 0.0674 0.0083 0.0500

183 MH-J156 MH-J154 175.00 150 100 -0.97 0.0548 0.0100 0.0569

184 MH-J149 MH-J159 177.64 150 100 0.27 0.0153 0.0010 0.0053

185 MH-J143 MH-J150 175.34 200 110 0.55 0.0175 0.0007 0.0040

186 MH-J178 MH-J162 188.07 200 110 6.00 0.1909 0.0647 0.3441

188 MH-J170 MH-J167 182.19 300 120 0.40 0.0057 0.0000 0.0002

189 MH-J103 MH-J158 187.56 150 100 0.23 0.0131 0.0008 0.0041

190 MH-J142 MH-J153 183.28 200 110 -0.79 0.0253 0.0015 0.0081

191 MH-J157 MH-J160 195.59 150 100 0.20 0.0115 0.0006 0.0031

192 MH-J124 MH-J162 212.25 250 110 -1.53 0.0312 0.0020 0.0093

193 MH-J167 MH-J173 162.88 300 120 -11.69 0.1654 0.0228 0.1399

194 MH-J164 MH-J119 240.75 300 120 6.05 0.0856 0.0100 0.0413

195 SH-J-705 MH-J177 262.00 300 120 -10.63 0.1503 0.0307 0.1173

197 MH-J115 MH-J137 292.47 300 120 7.10 0.1005 0.0163 0.0556

201 MH-J182 MH-J177 462.90 300 120 5.56 0.0786 0.0163 0.0353

203 MH-J120 MH-J182 462.77 300 120 5.56 0.0786 0.0163 0.0353

207 MH-J174 MH-J172 396.10 200 110 -3.48 0.1108 0.0498 0.1256

214 MH-J168 MH-J155 130.04 150 100 -0.78 0.0439 0.0049 0.0378

217 MH-J172 SH-J-713 1146.99 300 120 -5.45 0.0772 0.0391 0.0341

29 MH-J101 MH-J102 8.34 200 110 0.74 0.0234 0.0001 0.0067

32 MH-J103 MH-J104 13.15 200 110 0.94 0.0299 0.0002 0.0113

35 MH-J105 MH-J106 15.08 200 110 -3.91 0.1243 0.0023 0.1554

38 MH-J107 MH-J108 21.59 150 100 -0.90 0.0509 0.0011 0.0500

41 MH-J176 MH-J175 69.43 200 110 -0.51 0.0162 0.0003 0.0038

44 MH-J111 MH-J112 77.74 200 110 4.96 0.1578 0.0188 0.2419

47 MH-J113 MH-J114 27.01 150 100 0.88 0.0498 0.0013 0.0475

50 MH-J115 MH-J116 14.44 300 120 -7.10 0.1005 0.0008 0.0554

53 MH-J117 MH-J118 30.51 200 110 0.68 0.0217 0.0002 0.0061

56 MH-J119 MH-J120 36.68 300 120 6.05 0.0856 0.0015 0.0416

59 MH-J121 MH-J122 37.43 200 110 2.01 0.0640 0.0017 0.0457

62 MH-J123 MH-J124 38.43 300 120 9.88 0.1398 0.0039 0.1026

65 MH-J135 MH-J112 42.92 200 110 -4.96 0.1578 0.0104 0.2418

67 MH-J106 MH-J126 41.06 200 110 -3.91 0.1243 0.0064 0.1559

72 MH-J129 MH-J101 43.07 200 110 0.74 0.0234 0.0003 0.0073

74 MH-J130 MH-J131 46.61 200 110 -0.22 0.0071 0.0000 0.0008

80 MH-J134 MH-J117 47.85 200 110 0.68 0.0217 0.0003 0.0062

82 MH-J135 MH-J136 49.46 150 100 0.39 0.0223 0.0005 0.0109

85 MH-J137 MH-J105 50.76 200 110 1.05 0.0336 0.0007 0.0139

87 MH-J175 MH-J174 76.72 200 110 -1.55 0.0495 0.0022 0.0281

89 MH-J105 MH-J139 54.29 200 110 3.65 0.1162 0.0075 0.1374

91 MH-J118 MH-J129 56.06 200 110 0.74 0.0234 0.0004 0.0070

92 MH-J140 MH-J141 75.50 200 110 0.10 0.0032 0.0000 0.0000

95 MH-J102 MH-J120 67.70 200 110 -0.49 0.0157 0.0002 0.0033

96 MH-J142 MH-J143 68.80 250 110 -4.57 0.0931 0.0048 0.0700

99 MH-J144 MH-J145 68.89 200 110 2.05 0.0652 0.0033 0.0473

SH-P-20 MH-J111 MH-J125 230.12 600 120 17.59 0.0622 0.0023 0.0102

WM-10436-M WJ-3132-M MH-J178 776.13 600 120 47.79 0.1690 0.0504 0.0649

WM138116 MH-J178 SH-J-713 210.91 600 120 41.79 0.1478 0.0107 0.0506

WM138118 MH-J125 MH-J173 69.75 600 120 16.34 0.0578 0.0006 0.0091

WM138119 SH-J-713 MH-J123 507.91 300 120 9.88 0.1398 0.0521 0.1025

WM138120 SH-J-713 MH-J111 647.00 600 120 26.45 0.0936 0.0140 0.0217

Peak Hour 2031

Pipe Report

ID

Static

Demand

(L/s)

Static Pressure

(psi)

Static

Head (m)

Fire-Flow

Demand (L/s)

Residual

Pressure (psi)

Available Flow at

Hydrant (L/s)

Available Flow

Pressure (psi)

Satisfies Fire

Flow

MH-J102 0.78 71.49 262.48 136.00 59.86 343.88 20 TRUE

MH-J103 0.25 72.78 262.58 92.00 66.08 341.08 20 TRUE

MH-J105 0.83 72.83 262.50 136.00 64.68 462.52 20 TRUE

MH-J107 0.57 71.01 262.49 136.00 41.06 185.57 20 TRUE

MH-J114 0.55 71.57 262.49 136.00 35.74 168.06 20 TRUE

MH-J116 1.09 71.24 262.46 273.00 55.30 595.62 20 TRUE

MH-J118 0.83 68.23 262.50 136.00 56.73 333.48 20 TRUE

MH-J124 0.71 74.49 262.55 92.00 69.74 502.23 20 TRUE

MH-J125 0.79 65.82 262.60 273.00 52.02 621.14 20 TRUE

MH-J130 0.52 64.04 262.58 136.00 53.81 344.77 20 TRUE

MH-J132 1.10 62.80 262.28 136.00 55.74 484.31 20 TRUE

MH-J135 0.83 57.67 262.57 273.00 31.32 341.55 20 TRUE

MH-J138 1.37 59.31 262.57 136.00 41.65 222.78 20 TRUE

MH-J139 0.83 55.29 262.50 136.00 45.03 300.18 20 TRUE

MH-J140 0.36 63.09 262.58 136.00 46.14 238.36 20 TRUE

MH-J141 0.36 64.71 262.58 136.00 47.99 245.72 20 TRUE

MH-J142 1.52 64.58 262.57 136.00 51.66 296.91 20 TRUE

MH-J143 0.59 61.87 262.57 136.00 49.97 302.32 20 TRUE

MH-J144 0.42 64.24 262.51 136.00 51.71 299.00 20 TRUE

MH-J145 0.51 65.82 262.50 136.00 52.60 293.97 20 TRUE

MH-J146 0.35 69.06 262.58 136.00 54.93 290.18 20 TRUE

MH-J147 0.53 73.48 262.49 92.00 68.52 474.64 20 TRUE

MH-J148 0.43 73.79 262.50 92.00 68.83 475.50 20 TRUE

MH-J149 0.45 74.16 262.52 92.00 69.24 481.00 20 TRUE

MH-J150 0.33 63.89 262.57 92.00 55.33 256.35 20 TRUE

MH-J151 0.23 60.66 262.57 136.00 43.52 229.63 20 TRUE

MH-J153 0.63 70.60 262.57 92.00 60.86 253.70 20 TRUE

MH-J154 0.35 72.74 262.58 136.00 62.18 379.86 20 TRUE

MH-J155 0.50 70.94 262.57 136.00 39.11 178.85 20 TRUE

MH-J156 0.00 76.31 262.57 92.00 54.99 160.83 20 TRUE

MH-J157 0.48 74.33 262.54 92.00 69.47 489.17 20 TRUE

MH-J158 0.44 75.09 262.58 136.00 64.90 395.40 20 TRUE

MH-J159 0.49 63.83 262.52 136.00 51.77 305.41 20 TRUE

MH-J160 0.56 62.80 262.54 136.00 51.50 315.77 20 TRUE

MH-J161 2.00 72.37 262.57 136.00 56.66 286.08 20 TRUE

MH-J162 0.50 50.12 262.56 136.00 40.94 298.34 20 TRUE

MH-J165 0.85 63.67 262.52 136.00 47.37 246.84 20 TRUE

MH-J166 0.87 62.75 262.50 136.00 49.89 286.26 20 TRUE

MH-J167 0.00 67.28 262.59 273.00 48.71 501.47 20 TRUE

MH-J170 0.00 58.28 262.59 136.00 50.55 399.31 20 TRUE

MH-J171 0.00 58.72 262.57 136.00 44.04 248.11 20 TRUE

MH-J172 0.00 61.29 262.59 136.00 53.16 399.52 20 TRUE

MH-J173 0.91 62.73 262.60 92.00 59.12 592.40 20 TRUE

MH-J174 0.27 62.86 262.57 92.00 53.81 243.73 20 TRUE

MH-J175 0.28 63.88 262.57 92.00 53.77 228.06 20 TRUE

MH-J176 0.46 64.52 262.57 136.00 44.02 216.79 20 TRUE

MH-J177 0.63 70.91 262.45 92.00 65.90 458.51 20 TRUE

Maximum Day + Fire 2031

Fire Flow Report

ID From Node To Node Length Diameter Roughne Flow (L/s) Velocity (m/s) Headloss HL/1000

211 MH-J187 MH-J188 75.24 500 130 212.01 1.0798 0.1615 2.1465

218 MH-J191 MH-J187 354.88 500 130 212.01 1.0798 0.7618 2.1466

TMP-WMN-359 TMP-WN-90 STRUCT-34 179.11 300 120 45.52 0.6439 0.3107 1.7348

WM138113 MH-J189 MH-J191 35.43 500 114 212.01 1.0798 0.0970 2.7372

WM138114 MH-J189 WFT3186 282.78 500 114 -212.01 1.0798 0.7742 2.7377

WMN2211 WFT16140 WCV1695 4.65 500 114 0.00 0.0000 0.0000 0.0000

WMN2212 WFT16141 WCV1696 4.61 300 114 0.00 0.0000 0.0000 0.0000

WMN2213 WFT3207 WCV1697 3.45 500 83 0.00 0.0000 0.0000 0.0000

WMN2215 STRUCT-34 WPV137 67.64 300 102 45.52 0.6439 0.1585 2.3440

WMN2216 WPV138 WFT17189 195.69 500 114 -175.34 0.8930 0.3769 1.9259

WMN23774 WFT3321 WCV1699 5.55 500 119 210.01 1.0696 0.0138 2.4863

WMN23775 WCV1699 WFT3300 46.12 500 102 210.01 1.0696 0.1524 3.3052

WMN23776 WFT3303 WCV1700 46.76 500 111 210.55 1.0723 0.1328 2.8397

WMN23777 WCV1700 WFT3321 4.73 500 119 210.55 1.0723 0.0118 2.4960

WMN23928 WFT3148 WCV1784 28.60 500 102 220.86 1.1248 0.1038 3.6283

WMN23929 WCV1784 WFT3223 285.48 500 102 220.69 1.1240 1.0344 3.6234

WMN23930 WFT3146 WCV1785 4.15 300 114 -45.52 0.6439 0.0079 1.9079

WMN23931 WCV1785 WFT3151 14.76 300 114 -45.52 0.6439 0.0282 1.9078

WMN23932 WFT3148 WCV1786 4.21 500 114 -175.34 0.8930 0.0081 1.9279

WMN23933 WCV1786 WFT16140 164.03 500 114 -175.34 0.8930 0.3159 1.9259

WMN23934 WFT3146 WCV1787 3.86 300 83 45.52 0.6439 0.0133 3.4304

WMN23935 WCV1787 WFT3148 2.83 500 83 45.52 0.2318 0.0008 0.2896

WMN3489 WFT3223 WFT3236 12.38 500 111 220.51 1.1230 0.0383 3.0934

WMN3490 WFT3236 WFT3263 115.64 500 111 210.76 1.0734 0.3290 2.8450

WMN3491 WFT3263 WFT3303 143.20 500 111 210.66 1.0729 0.4070 2.8424

WMN3498 WFT3300 WFT3278 75.94 500 102 209.13 1.0651 0.2491 3.2797

WMN3499 WFT3276 WFT3278 12.79 500 114 -215.85 1.0993 0.0362 2.8300

WMN3500 WFT3229 WFT3276 142.32 500 114 -215.30 1.0965 0.4009 2.8167

WMN3501 WFT3186 WFT3229 115.86 500 114 -214.34 1.0917 0.3237 2.7938

WMN3566 WFT3151 WFT3197 149.26 300 114 -45.52 0.6439 0.2848 1.9078

WMN797 WFT3197 WFT3204 4.71 300 114 -45.52 0.6439 0.0090 1.9057

WMN798 WFT3197 WFT16140 6.64 500 114 0.00 0.0000 0.0000 0.0000

WMN799 WFT16140 WFT16141 5.13 500 114 -175.34 0.8930 0.0099 1.9258

WMN800 WFT3204 WFT16141 6.95 300 114 0.00 0.0000 0.0000 0.0000

WMN801 WFT16141 WFT3207 6.07 500 114 -175.34 0.8930 0.0117 1.9245

WMN804 WFT3204 WFT19000 594.91 300 114 -45.52 0.6439 1.1349 1.9077

WMN805 WFT3207 WFT19001 591.40 500 114 -175.34 0.8930 1.1390 1.9259

WMN806 WFT19000 WPV137 28.85 300 102 -45.52 0.6439 0.0676 2.3438

WMN807 WFT19001 WFT19003 22.92 500 114 -175.34 0.8930 0.0441 1.9256

WMN808 WFT19003 WPV138 54.77 500 114 -175.34 0.8930 0.1055 1.9258

ID From Node To NodeLength

(m)

Diameter

(mm)

Roughne

ssFlow (L/s) Velocity (m/s)

Headloss

(m)

HL/1000

(m/km)

211 MH-J187 MH-J188 75.24 500 130 220.13 1.1211 0.1731 2.3010

218 MH-J191 MH-J187 354.88 500 130 220.13 1.1211 0.8167 2.3012

TMP-WMN-359 TMP-WN-90 STRUCT-34 179.11 300 120 47.13 0.6668 0.3314 1.8504

WM138113 MH-J189 MH-J191 35.43 500 114 220.13 1.1211 0.1040 2.9346

WM138114 MH-J189 WFT3186 282.78 500 114 -220.13 1.1211 0.8299 2.9349

WMN2211 WFT16140 WCV1695 4.65 500 114 0.00 0.0000 0.0000 0.0000

WMN2212 WFT16141 WCV1696 4.61 300 114 0.00 0.0000 0.0000 0.0000

WMN2213 WFT3207 WCV1697 3.45 500 83 0.00 0.0000 0.0000 0.0000

WMN2215 STRUCT-34 WPV137 67.64 300 102 47.13 0.6668 0.1691 2.5003

WMN2216 WPV138 WFT17189 195.69 500 114 -181.56 0.9247 0.4020 2.0543

WMN23774 WFT3321 WCV1699 5.55 500 119 217.66 1.1086 0.0147 2.6538

WMN23775 WCV1699 WFT3300 46.12 500 102 217.66 1.1086 0.1629 3.5319

WMN23776 WFT3303 WCV1700 46.76 500 111 218.12 1.1109 0.1418 3.0319

WMN23777 WCV1700 WFT3321 4.73 500 119 218.12 1.1109 0.0126 2.6652

WMN23928 WFT3148 WCV1784 28.60 500 102 228.69 1.1647 0.1107 3.8703

WMN23929 WCV1784 WFT3223 285.48 500 102 228.52 1.1639 1.1034 3.8651

WMN23930 WFT3146 WCV1785 4.15 300 114 -47.13 0.6668 0.0085 2.0333

WMN23931 WCV1785 WFT3151 14.76 300 114 -47.13 0.6668 0.0301 2.0351

WMN23932 WFT3148 WCV1786 4.21 500 114 -181.56 0.9247 0.0087 2.0561

WMN23933 WCV1786 WFT16140 164.03 500 114 -181.56 0.9247 0.3370 2.0543

WMN23934 WFT3146 WCV1787 3.86 300 83 47.13 0.6668 0.0141 3.6617

WMN23935 WCV1787 WFT3148 2.83 500 83 47.13 0.2400 0.0009 0.3093

WMN3489 WFT3223 WFT3236 12.38 500 111 228.34 1.1629 0.0408 3.2993

WMN3490 WFT3236 WFT3263 115.64 500 111 218.32 1.1119 0.3512 3.0369

WMN3491 WFT3263 WFT3303 143.20 500 111 218.22 1.1114 0.4345 3.0343

WMN3498 WFT3300 WFT3278 75.94 500 102 216.80 1.1042 0.2663 3.5061

WMN3499 WFT3276 WFT3278 12.79 500 114 -223.91 1.1404 0.0387 3.0294

WMN3500 WFT3229 WFT3276 142.32 500 114 -223.37 1.1376 0.4292 3.0154

WMN3501 WFT3186 WFT3229 115.86 500 114 -222.43 1.1328 0.3467 2.9920

WMN3566 WFT3151 WFT3197 149.26 300 114 -47.13 0.6668 0.3037 2.0348

WMN797 WFT3197 WFT3204 4.71 300 114 -47.13 0.6668 0.0096 2.0361

WMN798 WFT3197 WFT16140 6.64 500 114 0.00 0.0000 0.0000 0.0000

WMN799 WFT16140 WFT16141 5.13 500 114 -181.56 0.9247 0.0105 2.0527

WMN800 WFT3204 WFT16141 6.95 300 114 0.00 0.0000 0.0000 0.0000

WMN801 WFT16141 WFT3207 6.07 500 114 -181.56 0.9247 0.0125 2.0532

WMN804 WFT3204 WFT19000 594.91 300 114 -47.13 0.6668 1.2106 2.0349

WMN805 WFT3207 WFT19001 591.40 500 114 -181.56 0.9247 1.2149 2.0543

WMN806 WFT19000 WPV137 28.85 300 102 -47.13 0.6668 0.0721 2.5005

WMN807 WFT19001 WFT19003 22.92 500 114 -181.56 0.9247 0.0471 2.0539

WMN808 WFT19003 WPV138 54.77 500 114 -181.56 0.9247 0.1125 2.0542

Peak Hour Well Zone Watermain 2031

Peak Hour Well Zone Watermain 2016

83.23

157.72

115.05

116.40

117.74

145.69

127.50

110.82

122.67152.61

129.53

142.41

114.77

117.92

164.44

147.50

109.41

112.18

155.40

132.65

111.80

122.23

149.36

150.97

153.42

138.48

122.67

119.42

125.07

130.54

123.73

119.54

113.99

108.61

120.88

173.94

137.21

146.01

148.05

185.16

104.54109.98

169.45

151.71

158.01

Legend

Junction

AVAIL_FLOW

Less than 92

92~136

136~200

200~273

273~385

Greater than 385

Fire Flow No 600 mm

ID

Static

Demand

(L/s)

Static Pressure

(psi)

Static

Head (m)

Fire-Flow

Demand (L/s)

Residual

Pressure (psi)

Available Flow at

Hydrant (L/s)

Available Flow

Pressure (psi)

Satisfies Fire

Flow

MH-J102 0.78 63.57 256.91 136.00 28.24 158.01 20 TRUE

MH-J103 0.25 64.73 256.93 92.00 42.71 151.71 20 TRUE

MH-J105 0.83 64.90 256.93 136.00 31.81 169.45 20 TRUE

MH-J107 0.57 62.95 256.82 136.00 2.56 109.98 20 FALSE

MH-J114 0.55 63.51 256.82 136.00 -3.10 104.54 20 FALSE

MH-J116 1.09 63.47 257.00 273.00 -12.97 185.16 20 FALSE

MH-J118 0.83 60.29 256.91 136.00 24.37 148.05 20 TRUE

MH-J124 0.71 66.35 256.82 92.00 42.42 146.01 20 TRUE

MH-J130 0.52 56.00 256.92 136.00 20.30 137.21 20 TRUE

MH-J132 1.10 55.53 257.16 136.00 29.67 173.94 20 TRUE

MH-J135 0.83 49.64 256.92 273.00 -49.70 120.88 20 FALSE

MH-J138 1.37 51.26 256.91 136.00 7.06 108.61 20 FALSE

MH-J139 0.83 47.35 256.92 136.00 12.02 113.99 20 FALSE

MH-J140 0.36 55.05 256.92 136.00 12.52 119.54 20 FALSE

MH-J141 0.36 56.67 256.92 136.00 14.38 123.73 20 FALSE

MH-J142 1.52 56.54 256.91 136.00 17.17 130.54 20 FALSE

MH-J143 0.59 53.83 256.91 136.00 15.49 125.07 20 FALSE

MH-J144 0.42 56.16 256.82 136.00 12.16 119.42 20 FALSE

MH-J145 0.51 57.75 256.82 136.00 13.53 122.67 20 FALSE

MH-J146 0.35 61.02 256.92 136.00 20.97 138.48 20 TRUE

MH-J147 0.53 65.43 256.83 92.00 43.32 153.42 20 TRUE

MH-J148 0.43 65.71 256.83 92.00 43.07 150.97 20 TRUE

MH-J149 0.45 66.07 256.82 92.00 42.97 149.36 20 TRUE

MH-J150 0.33 55.85 256.91 92.00 31.87 122.23 20 TRUE

MH-J151 0.23 52.62 256.92 136.00 9.05 111.80 20 FALSE

MH-J153 0.63 62.55 256.91 92.00 37.40 132.65 20 TRUE

MH-J154 0.35 64.70 256.92 136.00 27.72 155.40 20 TRUE

MH-J155 0.50 62.90 256.91 136.00 4.62 112.18 20 FALSE

MH-J156 0.00 68.27 256.92 92.00 31.53 109.41 20 TRUE

MH-J157 0.48 66.21 256.82 92.00 42.68 147.50 20 TRUE

MH-J158 0.44 67.05 256.93 136.00 31.15 164.44 20 TRUE

MH-J159 0.49 55.73 256.82 136.00 11.38 117.92 20 FALSE

MH-J160 0.56 54.68 256.82 136.00 9.81 114.77 20 FALSE

MH-J161 2.00 64.33 256.91 136.00 22.08 142.41 20 TRUE

MH-J162 0.50 41.97 256.82 136.00 -3.19 83.23 20 FALSE

MH-J165 0.85 55.70 256.91 136.00 14.40 123.92 20 FALSE

MH-J166 0.87 54.81 256.91 136.00 17.15 129.53 20 FALSE

MH-J167 0.00 59.24 256.93 273.00 -32.91 152.61 20 FALSE

MH-J170 0.00 50.24 256.93 136.00 15.36 122.67 20 FALSE

MH-J171 0.00 50.68 256.91 136.00 9.51 110.82 20 FALSE

MH-J172 0.00 53.24 256.93 136.00 16.86 127.50 20 FALSE

MH-J173 0.91 54.71 256.96 92.00 35.83 145.69 20 TRUE

MH-J174 0.27 54.82 256.91 92.00 30.28 117.74 20 TRUE

MH-J175 0.28 55.84 256.91 92.00 30.25 116.40 20 TRUE

MH-J176 0.46 56.48 256.91 136.00 9.43 115.05 20 FALSE

MH-J177 0.63 62.92 256.83 92.00 42.50 157.72 20 TRUE

Maximum Day + Fire 2031 No 600 mm

Fire Flow Report


MH-J101 0.00 212.53 264.10 73.32

MH-J102 0.41 212.19 264.10 73.80

MH-J103 0.13 211.39 264.10 74.94

MH-J104 0.00 210.82 264.10 75.75

MH-J105 0.44 211.27 264.11 75.11

MH-J106 0.00 211.77 264.11 74.40

MH-J107 0.30 212.54 264.09 73.29

MH-J108 0.00 211.40 264.09 74.91

MH-J111 0.00 213.24 264.11 72.31

MH-J112 0.00 212.85 264.10 72.86

MH-J113 0.00 216.44 264.09 67.74

MH-J114 0.29 212.15 264.09 73.84

MH-J115 0.00 214.09 264.12 71.13

MH-J116 0.58 212.35 264.12 73.60

MH-J117 0.00 213.66 264.10 71.71

MH-J118 0.83 214.50 264.10 70.52

MH-J119 0.00 215.07 264.11 69.71

MH-J120 0.00 216.55 264.10 67.60

MH-J121 0.00 216.10 264.10 68.24

MH-J122 0.00 215.67 264.10 68.85

MH-J123 0.00 210.40 264.09 76.33

MH-J124 0.37 210.15 264.09 76.69

MH-J126 0.00 216.94 264.11 67.05

MH-J128 0.34 218.20 264.10 65.26

MH-J129 0.00 217.76 264.10 65.88

MH-J130 0.28 217.53 264.10 66.21

MH-J131 0.00 217.53 264.10 66.21

MH-J132 0.58 218.10 264.16 65.48

MH-J134 0.00 221.28 264.10 60.88

MH-J135 0.44 222.00 264.10 59.86

MH-J136 0.00 218.85 264.10 64.33

MH-J137 0.00 217.69 264.11 65.99

MH-J138 0.72 220.85 264.10 61.48

MH-J139 0.44 223.61 264.10 57.57

MH-J140 0.19 218.20 264.10 65.26

MH-J141 0.19 217.06 264.10 66.88

MH-J142 0.80 217.14 264.10 66.76

MH-J143 0.31 219.05 264.10 64.04

MH-J144 0.22 217.32 264.09 66.49

MH-J145 0.27 216.20 264.09 68.09

MH-J146 0.19 214.00 264.10 71.23

MH-J147 0.28 210.80 264.09 75.76

MH-J148 0.23 210.60 264.09 76.05

MH-J149 0.24 210.35 264.09 76.40

MH-J150 0.17 217.63 264.10 66.06

MH-J151 0.12 219.90 264.10 62.84

MH-J153 0.33 212.91 264.10 72.77

MH-J154 0.18 211.41 264.10 74.91

MH-J155 0.27 212.67 264.10 73.11

MH-J156 0.00 208.89 264.10 78.49

MH-J157 0.25 210.25 264.09 76.54

MH-J158 0.07 209.76 264.10 77.26

MH-J159 0.26 217.62 264.09 66.07

MH-J160 0.30 218.36 264.09 65.01

MH-J161 1.05 211.66 264.10 74.55

MH-J162 0.27 227.30 264.09 52.31

MH-J164 0.00 217.36 264.11 66.46

MH-J165 0.44 217.73 264.10 65.92

MH-J166 0.46 218.36 264.10 65.03

MH-J167 0.29 215.26 264.11 69.44

MH-J168 0.00 221.28 264.10 60.87

MH-J169 0.00 223.89 264.14 57.22

MH-J170 0.00 221.59 264.11 60.44

MH-J171 0.00 221.26 264.10 60.90

MH-J172 0.00 219.48 264.10 63.44

MH-J173 0.48 218.47 264.11 64.88

MH-J174 0.14 218.35 264.10 65.04

MH-J175 0.15 217.63 264.10 66.06

MH-J176 0.24 217.18 264.10 66.70

MH-J177 0.33 212.57 264.10 73.25

MH-J178 0.00 213.80 264.09 71.50

MH-J182 0.00 207.67 264.10 80.22

SH-J-705 0.00 213.08 264.10 72.53

WFT87032 0.00 216.77 264.19 67.41

WJ-3132-M 0.00 220.00 267.43 67.43

Average Day 2031 No 600

Junction Report


MH-J101 0.00 212.53 256.91 63.09

MH-J102 0.78 212.19 256.91 63.57

MH-J103 0.25 211.39 256.93 64.73

MH-J104 0.00 210.82 256.93 65.54

MH-J105 0.83 211.27 256.93 64.90

MH-J106 0.00 211.77 256.93 64.19

MH-J107 0.57 212.54 256.82 62.95

MH-J108 0.00 211.40 256.82 64.58

MH-J111 0.00 213.24 256.92 62.10

MH-J112 0.00 212.85 256.92 62.65

MH-J113 0.00 216.44 256.82 57.40

MH-J114 0.55 212.15 256.82 63.51

MH-J115 0.00 214.09 256.99 60.99

MH-J116 1.09 212.35 257.00 63.47

MH-J117 0.00 213.66 256.91 61.49

MH-J118 0.83 214.50 256.91 60.29

MH-J119 0.00 215.07 256.91 59.48

MH-J120 0.00 216.55 256.91 57.37

MH-J121 0.00 216.10 256.92 58.02

MH-J122 0.00 215.67 256.92 58.63

MH-J123 0.00 210.40 256.82 66.00

MH-J124 0.71 210.15 256.82 66.35

MH-J126 0.00 216.94 256.92 56.84

MH-J128 0.65 218.20 256.92 55.04

MH-J129 0.00 217.76 256.91 55.66

MH-J130 0.52 217.53 256.92 56.00

MH-J131 0.00 217.53 256.92 56.00

MH-J132 1.10 218.10 257.16 55.53

MH-J134 0.00 221.28 256.91 50.65

MH-J135 0.83 222.00 256.92 49.64

MH-J136 0.00 218.85 256.92 54.12

MH-J137 0.00 217.69 256.94 55.80

MH-J138 1.37 220.85 256.91 51.26

MH-J139 0.83 223.61 256.92 47.35

MH-J140 0.36 218.20 256.92 55.05

MH-J141 0.36 217.06 256.92 56.67

MH-J142 1.52 217.14 256.91 56.54

MH-J143 0.59 219.05 256.91 53.83

MH-J144 0.42 217.32 256.82 56.16

MH-J145 0.51 216.20 256.82 57.75

MH-J146 0.35 214.00 256.92 61.02

MH-J147 0.53 210.80 256.83 65.43

MH-J148 0.43 210.60 256.83 65.71

MH-J149 0.45 210.35 256.82 66.07

MH-J150 0.33 217.63 256.91 55.85

MH-J151 0.23 219.90 256.92 52.62

MH-J153 0.63 212.91 256.91 62.55

MH-J154 0.35 211.41 256.92 64.70

MH-J155 0.50 212.67 256.91 62.90

MH-J156 0.00 208.89 256.92 68.27

MH-J157 0.48 210.25 256.82 66.21

MH-J158 0.44 209.76 256.93 67.05

MH-J159 0.49 217.62 256.82 55.73

MH-J160 0.56 218.36 256.82 54.68

MH-J161 2.00 211.66 256.91 64.33

MH-J162 0.50 227.30 256.82 41.97

MH-J164 0.00 217.36 256.93 56.25

MH-J165 0.85 217.73 256.91 55.70

MH-J166 0.87 218.36 256.91 54.81

MH-J167 0.00 215.26 256.93 59.24

MH-J168 0.00 221.28 256.91 50.65

MH-J169 0.00 223.89 257.07 47.16

MH-J170 0.00 221.59 256.93 50.24

MH-J171 0.00 221.26 256.91 50.68

MH-J172 0.00 219.48 256.93 53.24

MH-J173 0.91 218.47 256.96 54.71

MH-J174 0.27 218.35 256.91 54.82

MH-J175 0.28 217.63 256.91 55.84

MH-J176 0.46 217.18 256.91 56.48

MH-J177 0.63 212.57 256.83 62.92

MH-J178 0.00 213.80 256.82 61.16

MH-J182 0.00 207.67 256.87 69.94

SH-J-705 0.00 213.08 256.83 62.20

WFT87032 0.00 216.77 257.25 57.55

WJ-3132-M 0.01 220.00 264.41 63.14

Maximum Day 2031 No 600

Junction Report


MH-J101 0.00 212.53 259.47 66.73

MH-J102 1.23 212.19 259.47 67.21

MH-J103 0.40 211.39 259.45 68.32

MH-J104 0.00 210.82 259.45 69.13

MH-J105 1.31 211.27 259.47 68.52

MH-J106 0.00 211.77 259.47 67.81

MH-J107 0.90 212.54 259.45 66.69

MH-J108 0.00 211.40 259.45 68.31

MH-J111 0.00 213.24 259.46 65.71

MH-J112 0.00 212.85 259.46 66.26

MH-J113 0.00 216.44 259.45 61.14

MH-J114 0.88 212.15 259.45 67.24

MH-J115 0.00 214.09 259.56 64.64

MH-J116 1.73 212.35 259.56 67.11

MH-J117 0.00 213.66 259.46 65.11

MH-J118 1.31 214.50 259.46 63.92

MH-J119 0.00 215.07 259.48 63.14

MH-J120 0.00 216.55 259.48 61.03

MH-J121 0.00 216.10 259.46 61.63

MH-J122 0.00 215.67 259.46 62.24

MH-J123 0.00 210.40 259.45 69.73

MH-J124 1.11 210.15 259.45 70.08

MH-J126 0.00 216.94 259.47 60.46

MH-J128 1.02 218.20 259.45 58.65

MH-J129 0.00 217.76 259.47 59.29

MH-J130 0.83 217.53 259.45 59.59

MH-J131 0.00 217.53 259.45 59.59

MH-J132 1.74 218.10 259.78 59.25

MH-J134 0.00 221.28 259.46 54.27

MH-J135 1.31 222.00 259.45 53.25

MH-J136 0.00 218.85 259.46 57.73

MH-J137 0.00 217.69 259.50 59.44

MH-J138 2.16 220.85 259.40 54.80

MH-J139 1.31 223.61 259.46 50.97

MH-J140 0.56 218.20 259.45 58.64

MH-J141 0.56 217.06 259.45 60.26

MH-J142 2.41 217.14 259.41 60.09

MH-J143 0.93 219.05 259.41 57.38

MH-J144 0.66 217.32 259.45 59.89

MH-J145 0.81 216.20 259.45 61.49

MH-J146 0.56 214.00 259.45 64.61

MH-J147 0.84 210.80 259.46 69.17

MH-J148 0.68 210.60 259.45 69.45

MH-J149 0.72 210.35 259.45 69.80

MH-J150 0.52 217.63 259.41 59.40

MH-J151 0.36 219.90 259.42 56.18

MH-J153 0.99 212.91 259.41 66.11

MH-J154 0.55 211.41 259.42 68.26

MH-J155 0.80 212.67 259.41 66.45

MH-J156 0.00 208.89 259.41 71.83

MH-J157 0.76 210.25 259.45 69.94

MH-J158 0.69 209.76 259.45 70.64

MH-J159 0.77 217.62 259.45 59.46

MH-J160 0.89 218.36 259.45 58.41

MH-J161 3.16 211.66 259.40 67.87

MH-J162 0.80 227.30 259.45 45.70

MH-J164 0.00 217.36 259.49 59.90

MH-J165 1.33 217.73 259.46 59.32

MH-J166 1.37 218.36 259.46 58.43

MH-J167 0.00 215.26 259.45 62.82

MH-J168 0.00 221.28 259.41 54.20

MH-J169 0.00 223.89 259.65 50.84

MH-J170 0.00 221.59 259.45 53.82

MH-J171 0.00 221.26 259.41 54.23

MH-J172 0.00 219.48 259.45 56.82

MH-J173 1.43 218.47 259.49 58.32

MH-J174 0.43 218.35 259.40 58.36

MH-J175 0.73 217.63 259.40 59.38

MH-J176 0.73 217.18 259.40 60.02

MH-J177 0.99 212.57 259.47 66.68

MH-J178 0.00 213.80 259.45 64.89

MH-J182 0.00 207.67 259.48 73.65

SH-J-705 0.00 213.08 259.49 65.98

WFT87032 0.00 216.77 259.91 61.33

WJ-3132-M 0.03 220.00 262.21 60.01

Peak Hour 2031 No 600

Junction Report

FUNCTIONAL WATER, WASTEWATER AND STORMWATER DRAINAGE REPORT · FUNCTIONAL WATER, WASTEWATER AND...

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Transcript of FUNCTIONAL WATER, WASTEWATER AND STORMWATER DRAINAGE REPORT · FUNCTIONAL WATER, WASTEWATER AND...