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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
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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
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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
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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)
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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;
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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.
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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
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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.
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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.
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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
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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.
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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.
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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
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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
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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
4.2.1 Slope Stability Analysis ..........................................................................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
4.3.1 Slope Stability Analysis ..........................................................................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
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 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
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 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
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(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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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
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 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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Considering the above information, and the soil color change from brown to grey, we are of the
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
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 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)
Considering the above information, and the soil color change from brown to grey, we are of the
opinion that some artesian condition is present in the vicinity of Borehole 9.
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.
3.4 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
Borehole Ground Surface Elevation (m)
Groundwater Level Upon Borehole Completion (m)
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.
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.
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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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Reference Number: T11284 July 15, 2011
F/F Page 16
Table 6: Assumed Geotechnical Parameters
Soil Type Bulk Unit Weight
(kN/m3)
Shear Strength Parameters
C’ (kPa)
ΦΦΦΦ’ (degree)
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
Regulations. The soils to be excavated can be classified as follows:
Topsoil and Ploughed Fill Type 3
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
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 near vertical. Also near the
surface and below the groundwater level within the silt deposit, flatter slopes may be required.
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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 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.
Table 7: Assumed Geotechnical Parameters
Soil Type Bulk Unit Weight
(kN/m3)
Shear Strength Parameters
C’ (kPa)
ΦΦΦΦ’ (degree)
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
Regulations. The soils to be excavated can be classified as follows:
Topsoil and Ploughed Fill Type 3
Stiff Silty Clay / Clayey Silt Till Type 3
Compact Medium Sand (above groundwater) 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 near vertical. Also near the
surface, some flatter slopes may be required.
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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 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.
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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
Regulations. The soils to be excavated can be classified as follows:
Fill Type 3
Firm to Stiff Clayey Silt, Silty Clay / Clayey Silt Till Type 3
Compact Silt (above groundwater) Type 3
Very Stiff to Hard Silty Clay/Clayey Silt Till Type 2
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
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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.
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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.
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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.
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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.
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FIGURES
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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
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
#2
216.7
216.1
215.0
214.6
212.7
211.7
Ground Surface
Topsoil
trace rootlets, trace topsoil
brownSilty Clay / Clayey Silt Till
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
Groundwater Depth on Completion: 4.6m
Piezometer Reading on:June 27, 2011:Shallow: 0.5mDeep: 0.4m
July 5, 2011:Shallow: 0.5mDeep: 0.6m
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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
Proposed Channel Invert ~ 214.69m
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:
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
#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
Cave-in Depth on Completion: None
Groundwater Depth on Completion: Dry
Piezometer Reading on:June 27, 2011: Shallow: 0.4mDeep: 0.8m
July 5, 2011:Shallow: 0.6mDeep: 0.9m
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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
Proposed Channel Invert ~ 213.96m
June 17, 2011
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:
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
#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
Cave-in Depth on Completion: None
Groundwater Depth on Completion: Dry
Piezometer Reading on:June 27, 2011:Shallow: 0.1mDeep: 0.0m
July 5, 2011:Shallow: 0.2mDeep: 0.6m
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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
Proposed Channel Invert ~ 212.68m
S(5) 0 7 78 15
June 17, 2011
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:
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
#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
some claymoist, compact
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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 Channel Invert ~ 211.43m
Proposed SWM Pond S43 Invert 210.00m
June 17, 2011
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:
CHECKED BY: H.S.
SOIL PROFILE SAMPLES
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
GRAIN SIZEDISTRIBUTION
(%)
GR SA SI CL
#5
208.3
END OF BOREHOLE
Cave-in Depth on Completion: None
Groundwater Depth on Completion: 7.5m
Piezometer Reading on:June 27, 2011:Shallow: 0.1mDeep: 0.7m
July 5, 2011:Shallow: 0.5mDeep: 0.6m
S11 SS 33 20
June
17,
201
1
20 40 60 80 100
SHEAR STRENGTH kPa
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
5 15 25 35
11
June 17, 2011
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 20, 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
#6
213.7
213.0
209.3
208.4
207.9
Ground Surface
brownPloughed Silty Clay Fill
trace topsoil, trace rootlers, trace organic stainsdamp
brownSilty Clay / Clayey Silt Till
damp, very stiff
greyocc. oxidized fissures
hard
stiff
greySilt
trace clay, trace sandmoist, compact
greySilty Clay Till
damp, very stiff
END OF BOREHOLE
Cave-in Depth on Completion: None
Groundwater Depth on Completion: Dry
Piezometer Reading on:June 27, 2011:Shallow: 0.9mDeep: 2.8m
July 5, 2011:Shallow: 0.3mDeep: 0.6m
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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
Proposed Channel Invert ~ 210.73m
Proposed SWM Pond S43 Invert 210.00m
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 20, 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
#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
brownSilty Clay / Clayey Silt Till
occ. oxidized fissuresdamp, very stiff
hard
greystiff
very stiff
greySilt
trace claydamp to moist, compact
END OF BOREHOLE
Cave-in Depth on Completion: None
Groundwater Depth on Completion: Dry
Piezometer Reading on:June 27, 2011: Shallow: DryDeep: 0.1m
July 5, 2011:Shallow: 3.8mDeep: 0.0m
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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
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 20, 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
#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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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%
Proposed SWM Pond S44 Invert 207.00m
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 20, 2011
CHECKED BY: H.S.
SOIL PROFILE SAMPLES
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
GRAIN SIZEDISTRIBUTION
(%)
GR SA SI CL
#8
END OF BOREHOLE
Cave-in Depth on Completion: None
Groundwater Depth on Completion: Dry
Piezometer Reading on:June 27, 2011:Shallow: DryDeep: Dry
July 5, 2011:Shallow: DryDeep: 6.6m
20 40 60 80 100
SHEAR STRENGTH kPa
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
5 15 25 35
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 20, 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
#9
210.5
210.2
209.8
209.4
204.7
Ground Surface
Topsoil
brownPloughed Silty Clay / Clayey Silt Fill
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
Cave-in Depth on Completion: None
Groundwater Depth on Completion: 5.3m
Piezometer Reading on:June 27, 2011:Shallow: 0.7mDeep: 1.1m
July 5, 2011:Shallow: 0.0mDeep: 1.0m
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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
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:Solid Augar
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
#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
reddish brownClayey Silt Tilldamp, very 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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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
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:Solid Augar
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)
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
GRAIN SIZEDISTRIBUTION
(%)
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
Groundwater 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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
5 15 25 35
20
10
Proposed Sanitary Obvert ~ 208.13m
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:Solid Augar
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
#11A
215.0
214.7
214.4
211.0
210.4
Ground Surface
Topsoil
brownPloughed Silty Clay / Clayey Silt Fill
occ. organic stains
reddish brownClayey Silt Tilldamp, very stiff
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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%
Proposed Storm Obvert ~ 213.68m
S(6) 0 8 73 19
Proposed Sanitary Obvert ~ 207.83m
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:Solid Augar
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)
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
GRAIN SIZEDISTRIBUTION
(%)
GR SA SI CL
#11A
207.2
206.9
greyClayey Silt
some sand, occ. sand zonesmoist, very stiff
END OF BOREHOLE
Cave-in Depth on Completion: None
Groundwater Depth on Completion: 7.4m
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
5 15 25 35
14
25
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
#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
some claymoist, compact
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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
Proposed Storm Obvert ~ 212.84m
Proposed Sanitary Obvert ~ 206.92m
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)
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
GRAIN SIZEDISTRIBUTION
(%)
GR SA SI CL
#12A
END OF BOREHOLE
Cave-in Depth on Completion: None
Groundwater Depth on Completion: 6.5m
Piezometer Reading on:June 27, 2011: 0.0m
July 5, 2011: 1.6m (above ground)
20 40 60 80 100
SHEAR STRENGTH kPa
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
5 15 25 35
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:Solid Augar
COMPILED BY: P.P.
DATUM: Geodetic
DATE:
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
#13A
212.6
212.3
211.9
209.3
208.8
206.8
Ground Surface
Topsoil
brownPloughed Silty Clay Fill
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
Cave-in Depth on Completion: None
Groundwater Depth on Completion: Dry
Piezometer Reading on:June 27, 2011: 0.4m
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
20 40 60 80 100RESISTANCE PLOT
DYNAMIC CONE PENETRATION
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 Storm Obvert ~ 212.00m
Proposed Channel Invert ~ 210.63m
Proposed SWM Pond S43 Invert ~ 210.00m
Proposed Sanitary Obvert ~ 206.57m
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
0.3 – 2.36 Brown Silty Clay/Clayey Silt Till, damp
2.36 – 3.81 Grey Sandy Silt/Silty Sand, moist
3.81 – 4.11 Brown Silty Clay/Clayey Silt Till, damp
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
0.3 – 3.66 Brown Silty Clay/Clayey Silt Till, damp
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
0.6 – 3.81 Brown Silty Clay/Clayey Silt Till, damp
3.81 – 5.03 Grey Silt, moist
5.03 – 5.33 Brown Silty Clay/Clayey Silt Till, damp
Water Seepage
Bottom Side
After 40 mins: None After 40 mins: None
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
After 40 mins: None After 40 mins: None
TP 6 (211.1m)
0.0 – 0.2 Topsoil
0.2 – 2.29 Brown Silty Clay/Clayey Silt Till, occ. sand layer, damp
2.29 – 5.79 Grey Silty Clay/Clayey Silt Till, 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
0.61 – 3.81 Brown Silty Clay/Clayey Silt Till, damp
3.81 – 5.94 Grey Silty Clay/Clayey Silt Till, damp
Water Seepage
Bottom Side
After 30 mins: None After 30 mins: None
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
ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 7
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
ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 4
ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 7
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 -
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
Enclosure B
Soil Profiles
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
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
Soil Layer Bulk Cohesion Friction No. Unit Weight (kPa) Angle (kN/m^3) (Deg.)
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
Proposed ChannelCross-Section 1-1
Project No.: T11284
Soil Profile
ENCLOSURE C-2
1- Engineered Fill
2- Firm Silty Clay / Clayey Silt Till
3- Compact Silty Sand
4- Stiff Clayey Silt
5- Very Stiff Clayey Silt Till
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
2- Firm Silty Clay / Clayey Silt Till
3- Compact Silty Sand
4- Stiff Clayey Silt
5- Very Stiff Clayey Silt Till
Long-Term Analysis (Undrained Condition Regional Flow)Nearest Borehole: BH 1Regional Flow: 216.47m
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
Project No.: T11284
Soil Profile
Proposed ChannelCross-Section 1-1
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)
Nearest Borehole: BH 6
Proposed Normal Water Level: 211.30 m
Proposed High Water Level: 212.50 m
SWM S43
Cross-Section 2-2
ENCLOSURE C-5
Soil Layer Bulk Cohesion Friction
No. Unit Weight (kPa) Angle
(kN/m^3) (Deg.)
1 21.5 10 32
2 17.0 0 25
3 18.5 0 30
1- Very Stiff to Hard Silty Clay / Clayey Silt Till
Project No.: T11284
Soil Profile
2- Compact Silt
3- Stiff Silty Clay Till
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)
Nearest Borehole: BH 6
Proposed Normal Water Level: 211.30 m
Proposed High Water Level: 212.50 m
SWM S43
Cross-Section 2-2
Soil Layer Bulk Cohesion Friction
No. Unit Weight (kPa) Angle
(kN/m^3) (Deg.)
1 21.5 10 32
2 17.0 0 25
3 18.5 0 30
Project No.: T11284
Soil Profile
1- Very Stiff to Hard Silty Clay / Clayey Silt Till
2- Compact Silt
3- Stiff Silty Clay Till
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
3- Stiff Silty Clay Till
2- Compact Silt
1- Very Stiff to Hard Silty Clay / Clayey Silt Till
ENCLOSURE C-7
Long-Term Analysis (Undrained Condition - Rapid Drawdown)
Nearest Borehole: BH 6
Proposed Normal Water Level: 211.30 m
Proposed High Water Level: 212.50 m
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
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
Project No.: T11284
Soil Profile
SWM S43
Cross-Section 2-2
19.445
Soil Layer Bulk Cohesion Friction
No. Unit Weight (kPa) Angle
(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)
Nearest Borehole: BH 8
Proposed Normal Water Level: 208.50 m
Proposed High Water Level: 210.30 m
SWM S44
Cross-Section 3-3
Project No.: T11284
Soil Profile
ENCLOSURE C-8
1- Engineered Fill
2- Stiff Silty Clay Till
2- Stiff Silty Clay Till
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
3- Very Stiff to Hard Silty Clay Till
2- Stiff Silty Clay Till
2- Stiff Silty Clay Till
1- Engineered Fill
Long-Term Analysis (Drained Condition - Normal Water Level)
Nearest Borehole: BH 8
Proposed Normal Water Level: 208.50 m
Proposed High Water Level: 210.30 m
Soil Layer Bulk Cohesion Friction
No. Unit Weight (kPa) Angle
(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)
Nearest Borehole: BH 8
Proposed Normal Water Level: 208.50 m
Proposed High Water Level: 210.30 m
Soil Layer Bulk Cohesion Friction
No. Unit Weight (kPa) Angle
(kN/m^3) (Deg.)
1 21.5 0 32
2 17.0 0 30
3 18.5 10 32
2- Stiff Silty Clay Till
2- Stiff Silty Clay Till
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
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)
Nearest Borehole: BH 8
Proposed Normal Water Level: 208.50 m
Proposed High Water Level: 210.30 m
Soil Layer Bulk Cohesion Friction
No. Unit Weight (kPa) Angle
(kN/m^3) (Deg.)
1 20.0 80 0
2 18.5 75 0
3 21.5 150 0
3- Very Stiff to Hard Silty Clay Till
2- Stiff Silty Clay Till
2- Stiff Silty Clay Till
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
Royal Park South FSR Page 13
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
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
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
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
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
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)
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
Royal Park South FSR Page 14
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
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
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
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) (%)
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%
P:\Projects\10-334\Reports\FSR - Century Grove\1st Submission CG\Design\Sanitary\10-334 FSR SAN:SAN
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
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%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%
P:\Projects\10-334\Reports\FSR - Century Grove\1st Submission CG\Design\Sanitary\10-334 FSR SAN:SAN
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
Royal Park South FSR Page 15
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
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
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0
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0
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0500
150
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600
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0
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300
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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
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0
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0
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30030
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300
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0
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0
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500
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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
ID Demand (L/s) Elevation (m) Head (m) Pressure
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
ID Demand (L/s) Elevation (m) Head (m) Pressure
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
ID Demand (L/s) Elevation (m) Head (m) Pressure
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