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Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H 0H2 TEL: 905.829.8818
www.urbantech.com
FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT
ADI DEVELOPMENT INC.
374 MARTHA STREET
City of Burlington
Project #: 14-141W
August 2014
Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H 0H2 TEL: 905.829.8818
www.urbantech.com
ADI DEVELOPMENT INC. Functional Servicing and Stormwater Management Report 374 Martha Street, Burlington, ON August, 2014
Record of Revisions Revision Date Description
0 August 28, 2014 1st Engineering Submission for Rezoning and Site Plan
Approval
Page i
Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
Table of Contents
1 INTRODUCTION ............................................................................................. 1
1.1 Background ................................................................................................ 1
1.2 Site Description .......................................................................................... 1
1.3 Proposed Development ............................................................................... 2
2 STORM SERVICING AND STORMWATER MANAGEMENT ........................................... 5
2.1 Existing Conditions ..................................................................................... 5
2.2 Storm Servicing .......................................................................................... 5
2.3 Stormwater Management ............................................................................ 5
2.3.1 Quality Control ..................................................................................... 5
2.3.2 Quantity Control .................................................................................. 5
3 SANITARY SERVICING ................................................................................... 10
3.1 Existing Wastewater Infrastructure ............................................................ 10
3.2 Wastewater Servicing design Criteria .......................................................... 10
3.3 Proposed Wastewater Servicing ................................................................. 11
4 WATER SERVICING ....................................................................................... 12
4.1 Existing Water Supply System .................................................................... 12
4.2 Water Demand Design Criteria ................................................................... 12
4.3 Proposed Water Demand........................................................................... 13
5 GRADING .................................................................................................... 14
6 EROSION AND SEDIMENT CONTROL ................................................................ 14
7 CONCLUSIONS AND RECOMMENDATIONS ......................................................... 15
FIGURES
Figure 1 Site Location ....................................................................................... 3
Figure 2 Proposed Site Plan .............................................................................. 4
Figure 3 Pre-Development Storm Drainage Area Plan .......................................... 7
Figure 4 Post-Development Storm Drainage Area Plan ........................................ 8
Figure 5 Detail of Storm Water Tank .................................................................. 9
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Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
DRAWINGS
SS-1 General Site Servicing Plan SG-1 General Site Grading Plan ESC-1 Erosion and Sediment Control Plan D-1 General Details
APPENDICES
A- Stormwater Management Calculations B- Wastewater and Water demand Calculations
Page 1
Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
1 INTRODUCTION
1.1 Background
Urbantech West (Urbantech) are the Consulting Engineers retained by Adi Development Inc. to prepare a Functional Servicing / Stormwater Management Report in support of site plan approval for the proposed infill development (hereafter referred to as the “site”) located at 374 Martha Street within the City of Burlington. The lands are part of Block P, Registered Plan 92 in the City of Burlington. The purpose of this Functional Servicing and Stormwater Management Report is to comply with the requirements of the City of Burlington to include a servicing assessment report with application for Official Plan Amendment, Rezoning and Site Plan Approval. This Functional Servicing and Stormwater Management Report will:
• Evaluate the allowable stormwater release rates;
• Calculate the means of achieving these stipulated release rates; • Demonstrate compliance of the proposed stormwater control measures with the
City of Burlington design standards. • Calculate the anticipated sanitary contribution from this development; • Evaluate the existing municipal sanitary infrastructure for capacity;
• Calculate the anticipated municipal water demand; • Evaluate the existing municipal water supply for capacity;
All of the above will be done in accordance with accepted engineering practices and criteria from the governing approval agencies and in support the subsequent application for rezoning and site plan approval.
1.2 Site Description
The existing site is 1,349 m2 (0.13 ha) and is located on the northwest corner of the intersection of Martha Street and Lakeshore Road. The specific area of Burlington is well established and serviced by an extensive network of municipal infrastructure including roads, sewers, watermains, and other utilities/services. The subject property is currently an asphalt parking lot with minimal landscape treatments along the perimeter of the site (refer to topographic survey prepared by Mackay and Peters Ltd., DWG No. 14-052, dated May 8, 2014).
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Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
The property is bounded by existing medical clinics (Wharton and Aviva) to the west, Martha Street to the east, Lakeshore Road to the south and existing residential/commercial development to the north including a single family dwelling adjacent to the site (#380 Martha St). Access into the site is from an existing entrance onto Lakeshore Road at the south limit of the site. The property is within the Lower Rambo Creek watershed. Given the current use of the subject lands as a paved parking lot and small open space with minimal softscape, the existing property can be characterised as highly impervious. The topography of the site is generally flat and contains no existing stormwater infrastructure. Site drainage is conveyed via sheet flow in a southerly direction at an average slope of 1.0% towards Lakeshore Road. Please refer to Figure 1 for the Site location.
1.3 Proposed Development
The current proposal is to develop the subject property to support a 28 storey mixed use building which will include both commercial and residential development. The proposed site plan also includes five levels of underground parking and landscape areas. Vehicular access to the site will be from a single driveway entrance onto Martha Street and will provide access to both the loading area and underground parking. The proposed development will consist of 226 condominium units ranging in size from 1 bedroom units to 2 bedroom units. The Ground Floor level will also consist of some commercial retail units with a net saleable area of 348 m2. Please refer to Figure 2 for the Proposed Site Plan (prepared by Raw Design, Project No. 13-069, dated August 28, 2014).
SITE
TO
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CE ST.
O
L
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A
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S
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O
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E
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D
.
L
A
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.
MARTH
A ST.
PEARL ST.
ELIZABETH
ST.
JO
HN
ST.
BRAN
T ST.
PINE ST.
JAMES ST.
MARIA ST.
NEW ST.
LO
CU
ST ST.
ONTARIO ST.
ELGIN ST.
LAKE ONTARIO
HARRIS CRES.
2030 Bristol Circle, Suite 201 Oakville, Ontario L6H 0H2
tel: 905.829.8818 fax: 905.829.4804
www.urbantech.com
Urbantech West, A Division of Leighton-Zec West Ltd.
west
FIGURE 1
LOCATION PLAN
PROJECT No.: DATE: SCALE: N.T.S.14-141W AUGUST 28, 2014
374 MARTHA STREET
ADI DEVELOPMENT GROUP INC.
UP
UP
CONCIERGE
CACF
STAIR TRANSFER AT INTERMEDIATE LEVEL
EXHAUST
GAS METER
INTAKE
RESIDENTIAL
RETAIL
BIKE PARKING
PROPERTY LINE
PRO
PERTY LIN
E
LINE OF BUILDING ABOVE
TYPE 'G
' LO
AD
IN
G SPACE
LEVEL (+
/-2%
) CO
NSTRU
CTED
O
F 200m
m REIN
FO
RCED
CO
NCRETE
MIN
6.1m
CLEAR O
VERH
EAD
SH
ARED
SLO
PE U
P @
7.5%
SLOPE DN @ 15% SLOPE UP @ 15%
SLO
PE D
N @
7.5%
SLOPE DN @ 2%
SLO
PE D
N @
15%
SLO
PE U
P @
15%
AIR INTAKE SHAFT
PROPERTY LINE
MARTH
A STREET
PROPOSED 28 STOREY
RESIDENTIAL/COMMERCIAL
BUILDING
2030 Bristol Circle, Suite 201 Oakville, Ontario L6H 0H2
tel: 905.829.8818 fax: 905.829.4804
www.urbantech.com
Urbantech West, A Division of Leighton-Zec West Ltd.
west
FIGURE 2
PROJECT No.: 14-141W DATE: AUGUST 28, 2014 SCALE: 1:250
PROPOSED SITE PLAN
374 MARTHA STREET
ADI DEVELOPMENT GROUP INC.
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Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
2 STORM SERVICING AND STORMWATER MANAGEMENT
2.1 Existing Conditions
The subject lands are located within the Lower Rambo Creek watershed. Currently storm flows from the site are captured in the existing 525mm diameter storm sewer on Martha Street which flows south towards Lakeshore Road. From this point, flows enter an existing 825mm storm sewer on Lakeshore Road which flows east and ultimately outlets to Rambo Creek. Please refer to Figure 3 – Pre-Development Storm Drainage Area Plan and Drawing SS-1 – General Site Servicing Plan.
2.2 Storm Servicing
Storm flows from the site post development conditions will be directed toward the proposed underground storage tank located at the northeast corner of Parking Floor P1, which will ultimately outlet to the existing 525 mm diameter storm sewer on Martha Street. Additional details for the proposed stormwater management storage facility are provided in section 2.3. Please refer to Figure 4 for Post-Development Storm Drainage Area Plan.
2.3 Stormwater Management
2.3.1 Quality Control
Storm runoff from the proposed development area will drain to the Lower Rambo Creek, and ultimately to Lake Ontario. An “Enhanced” (80% TSS removal) level of water quality protection for areas draining to Lake Ontario is required. However, since there will be no at grade parking (ie. vehicular contact with paved surfaces), no quality control is required. Site runoff will consist of primarily of roof runoff which is considered to be clean water requiring no treatment.
2.3.2 Quantity Control
The rational method (utilizing standard City of Burlington rainfall curves and runoff coefficients) has been used for all calculations. The time of concentration selected for the site is 10 minutes, which is a conservative estimate for calculating peak flow.
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Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
Appendix A provides the storage requirements to control 100-year post development flow to the 2 year pre-development level. The 100-year post development volume of 16 m3 will be stored in the proposed underground storage tank at Parking level P1. The UG tank will provide 31.8 m3 of active storage above the control outlet and therefore provides sufficient storage volume for this development. A 90 mm orifice plate will restrict the flows from the proposed tank to the maximum permissible outflow of 0.018 m3/s (target existing 2-year flow is 0.021 m3/s). The orifice plate will be placed in the proposed 300 mm outlet pipe from the tank, which will connect to the existing 525 mm storm sewer along Martha Street. Storm flows from the existing storm sewer system along Martha Street discharges to the storm sewer system on Lakeshore Road which ultimately outlets to Rambo Creek. Please refer to Appendix A for calculations and Figure 5 for detail of storm tank.
C/L O
F M
ARTH
A STREET
82.00
80.00
78.00
76.00
STM INV. 81.15
EX. 200mm SAN.
EX. 300mm WM.
90mm ORIFICE
PLATE
EX. 525mm STM.
0.3m MIN.
PERM. POOL 81.15
P1-TOS 76.64
STORM WATER MANAGEMENT TANK
TANK PLAN AREA = 26.5m²
BASE ELEV. = 76.64m
MIN FG ABOVE TANK = 82.82m
ASSUMED U.S. OF TOP SLAB = 82.35m
MAX. ACTIVE STORAGE HT. = 1.20m
PROVIDED ACTIVE STORAGE = 31.8m³
REQUIRED ACTIVE STORAGE VOL = 17.8m³
DRIVE LANE TO
UNDERGROUND PARKING
81.00
79.00
77.00
75.00
83.00
84.00
85.00
86.00
87.00
88.00
82.00
80.00
78.00
76.00
81.00
79.00
77.00
75.00
83.00
84.00
85.00
86.00
87.00
88.00
0.00-5.00 5.00 10.00 15.00
300mm∅ STM PIPE
90mm∅ ORIFICE
ORIFICE PLATE BOLTED
TO CONC. WALL (TYP.)
89.00 89.00
LEVEL 2
PROP. 300mm
STM @ 2.0%
ORIFICE PLATE DETAIL
MAINTENANCE ACCESS /
EMERGENCY SPILLWAY
2030 Bristol Circle, Suite 201 Oakville, Ontario L6H 0H2
tel: 905.829.8818 fax: 905.829.4804
www.urbantech.com
Urbantech West, A Division of Leighton-Zec West Ltd.
west
FIGURE 5
DETAIL OF STORM WATER TANK
PROJECT No.: DATE: SCALE: N.T.S.14-141W AUGUST 28, 2014
374 MARTHA STREET
ADI DEVELOPMENT GROUP INC.
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Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
3 SANITARY SERVICING
3.1 Existing Wastewater Infrastructure
The existing wastewater infrastructure in close proximity to the proposed development site include:
• a 200mm sanitary sewer on Martha Street which flows south towards Lakeshore Road;
• a 450mm Trunk sanitary sewer on Lakeshore Road which flows east.
Based on a pre-consultation meeting on July 17, 2014 with Regional Staff, a direct connection to the existing 450mm trunk sanitary sewer is not permitted. Regional staff advised that the service connection for the subject site is to be directed to the existing 200mm sanitary sewer on Martha Street. The full flow capacity of this sewer is 29.3 l/s based on a slope of 0.8%. The subject site will be serviced by the Skyway wastewater Treatment Plant, which is currently undergoing an expansion scheduled to be completed in 2015. The proposed wastewater demands for the site are provided to the Region, to confirm whether there is any capacity issue at Junction Pumping Station near the shoreline (WWPS#1). Please refer to Appendix B for the Wastewater and Water usage letter to Region of Halton.
3.2 Wastewater Servicing design Criteria
Wastewater infrastructure will be designed in accordance with the latest Region of Halton standards and specifications as follows: Wastewater Design Criteria
• Average Dry Weather Flow: 275 litres per capita per day
• Infiltration: 0.286 litres per second per hectare • Peaking Factor: Section B.2.3 of Halton Standards
Population Criteria
• High Density Residential Development in Burlington : 1.62 Persons/unit (Appendix A- Sustainable Halton Water and Wastewater Master Plan, AECOM, September 2011)
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Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
3.3 Proposed Wastewater Servicing
The proposed development will have 226 residential units and 348 m2 of commercial retail floor area. The equivalent residential population is 366 people, based on a population density of 1.62 persons per unit for high density (ie. Apartment – as per Region of Halton W/WWMP Appendix I-6: Burlington, ON). The equivalent commercial retail population of 7 people, is based on a wastewater discharge rate at 5 L/d/m2 (as per Ontario Building Code Table 8.2.1.3.B: Stores) and population density of 275 L/person/day. The combined total population for this development is 373. The post-development peak sanitary flow is calculated at 4.80 l/s based on the design sanitary cap rate of 275 L/cap/day, infiltration rate of 0.286 L/s/ha and respective peaking factors (4.00 for residential and 3.54 for commercial population). Using a design flow of 4.80 l/s, it is proposed that a new 200 mm service connection be made to the existing 200mm sanitary sewer on Martha Street. A 200mm diameter pipe at 2.0%, as indicated on Drawing S1, can convey 46.0 l/s and will have more than adequate capacity for the development. The sanitary service connection will be made to a new manhole structure at the sanitary sewer main on Martha Street. A sanitary clean out is proposed to be installed at the property for maintenance of this connection. The findings are that this development can be serviced with a sanitary connection which can be designed and constructed to comply with the applicable sanitary sewer criteria and design standards of the Region of Halton. Please refer to Appendix B for sanitary sewer design calculations and Drawing SS-1 – General Site Servicing Plan.
Page 12
Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
4 WATER SERVICING
4.1 Existing Water Supply System
The existing watermain infrastructure located in close proximity to this development includes:
• a 300mm diameter watermain on Martha Street (recently constructed) • a 300mm diameter watermain on Lakeshore Road
The proposed site is located in Burlington Pressure Zone B1; storage and pressure control provided by the Brant Street and Washburn Reservoirs. The existing 300mm diameter watermain on Martha Street is immediately available to accommodate the site. Based on a pre-consultation meeting on July 17, 2014 with Regional Staff, the existing water servicing infrastructure has adequate pressure to service the site (static pressures of approximately 70 psi with sufficient fire flows). However, Region staff advised to arrange a Fire Flow test for the existing Martha Street watermain fronting the site, since the pressures have not been updated after this watermain is installed. A hydrant flow test was performed by Jackson Waterworks on July 25, 2014 using two existing fire hydrants on Martha Street. The test hydrant was located directly in front of the site at the intersection of Martha St and Lakeshore Road, while the base hydrant was located at the intersection of Martha St and Pine Street to the north of the site. The results of the test show that the existing watermain has a static pressure of 68 psi and residual pressures of 64 psi at a flow of 1210 USGPM and 59 psi at 2120 USGPM. A theoretical flow of 4630 USGPM was determined based on a minimum pressure of 20 psi. Refer to Appendix B for Fire Hydrant Test Results.
4.2 Water Demand Design Criteria
Water servicing for the subject lands will be designed in accordance with the latest Region of Halton standards and specifications such that adequate pressure and fire flows are achieved.
Water Design Criteria
• Average Daily Demand: 275 litres per capita per day • Max. Daily Peaking Factor: 2.25 • Max. Hour Peaking Factor: 4.00 • Estimated Fire Flow: Fire Underwriter’s Survey 1999
Page 13
Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
Population Criteria
• High Density Residential Development in Burlington: 1.62 Persons/unit (Appendix A- Sustainable Halton Water and Wastewater Master Plan, AECOM, September 2011)
4.3 Proposed Water Demand
The proposed water service connection to the building will be from the existing 300mm diameter watermain on Martha Street. There will be a 200mm diameter fire supply connection as well as a 100mm diameter domestic service connection. Connection at the main will be made within a proposed valve chamber with 3 valves as per Region standard RH 402.050. These service connections will be made to a water meter located within the mechanical room at the UG1 Level. The anticipated water demand for this development is 72 L/s (1140.50 USGPM) for domestic use and 69 L/s (1093 USGPM) for fire flow. Refer to Appendix B for Water Demand and Supply Calculations. Based on the static pressure of 90 psi and the recorded residual pressures during the hydrant test, a pressure/flow regression line results in an approximate residual pressure of 65 psi during fire-fighting conditions, which is in excess of the minimum requirement of 21.8 psi. Booster pumps will be required within the building to satisfy the fire and domestic consumption needs at the upper levels. In terms of fire protection, the two fire hydrants used in the hydrant test are both located within 90m of the development to provide fire coverage. Further, the proposed Siamese connection is within 45m of the existing hydrant located closest to the site. The findings are that this development can be serviced with a water supply connection which can be designed and constructed to comply with the applicable water distribution design criteria and design standards of the Region of Halton. Please refer to Appendix B for water demand calculations and Drawing SS-1 – General Site Servicing Plan.
Page 14
Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
5 GRADING
The future grades required to service the site will generally be influenced by boundary conditions and matching existing grades on the north, south, east and west sides of the site. The site grading design will take into consideration of the following requirements and constraints:
• Conform to City of Burlington’s design criteria. • Minimize cut and fill operations and work towards a balanced site. • Match existing boundary conditions. • Provide overland flow conveyance for major storm conditions. • Reduce the number of gravity servicing outlets. • Reduce or eliminate the need for retaining walls. • Provide suitable cover on proposed servicing. • Achieve stormwater management and environmental objectives required for the
site.
The grading has been designed to match the existing perimeter to minimize disturbance to the existing boundaries. Please refer to Drawing SG-1-Grading Plan.
6 EROSION AND SEDIMENT CONTROL
The proposed erosion and sediment control measures for the site will be designed in conformance with the City of Burlington and Halton Conservation Authority recommendations. Please refer to Drawing ESC-1 for details. The following erosion and sediment control measures will be installed and maintained for all construction activities including topsoil stripping, foundation excavation and stockpiling of materials:
� A temporary sediment control fence will be placed prior to site grading. � A construction plan will be implemented to limit the size of disturbed areas
minimizing the nonessential clearing and grading areas. � Sediment traps will be provided as required. � Gravel mud mats will be provided at construction vehicle access points to
minimize off-site tracking of sediment. � 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.
Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
APPENDIX A
STORMWATER MANAGEMENT CALCULATIONS
Project Name: 374 Martha Street Prepared by: Z.S.
Municipality: City of Burlington Date: 2-Jul-14
Project No.: 14-141W Revised: 2-Sep-14
Storm intensity (City of Burlington IDF curves)
Tc = 10 mins
2 Yr. Storm, I = 592.6/(Tc+6) 0.780
= 68.2 mm/hr
100 Yr. Storm, I = 1114.2/(Tc+5) 0.761
= 141.9 mm/hr
Runoff Coefficients: (City of Burlington-Standard Drawing S-3D)
Asphalt, Concrete and Roof Areas: C = 0.90
Parks/Open Space: C = 0.30
Single Family Residential: C = 0.40
Apartements, Townhouses: C = 0.75
Moderately Sloping lawns: C = 0.18-0.22
PEAK FLOWS:
Pre-Development Condition: Q = Area x Intensity x Cd1
Total Area: A= 1,349 m2
Asphalt Parking Lot: 1145 m2 C= 0.9
Landscape: 204 m2 C= 0.3
Composite Pre-Developed Runoff Coefficient, Ce = 0.81
Total site 2 year pre-development runoff release rate : Q = 0.021 cms
Post Development Condition: Q = Area x Intensity x Cd
Area: A= 1,349 m2
Gross Floor Area: 1315 m2 C= 0.9
Landscape: 34 m2 C= 0.3
Composite Runoff Coefficient, Cd2 = 0.88
POST TO 2-YR PRE
CALCULATIONS FOR STORAGE REQUIRED:
INITIAL TIME OF CONCENTRATION: 10 Minutes
CONTROLLED AREA 1349 m2
COMPOSITE RUNOFF COEFFICIENT 0.88
100 YEAR ALLOWABLE
PEAK FLOW = A1 x Intensity x Cd1 / 360 = 0.021 cms
100-YEAR Provided Peak Flow= 0.018 cms
STORM RAINFALL PEAK RUNOFF TARGET RELEASE STORAGE PROVIDED RELEASE STORAGE
DURATION INTENSITY FLOW VOLUME VOLUME REQUIRED VOLUME REQUIRED
(min) (mm/hr) (cms) (m3) (m3) (m3) (m3) (m3)
10.00 141.9 0.047 28.2 12.4 15.8 10.9 17.3
12.00 129.0 0.043 30.8 14.9 15.9 13.1 17.7
14.00 118.5 0.039 33.0 17.4 15.7 15.3 17.8
16.00 109.8 0.036 35.0 19.8 15.1 17.4 17.5
18.00 102.5 0.034 36.7 22.3 14.4 19.6 17.1
20.00 96.2 0.032 38.3 24.8 13.5 21.8 16.5
22.00 90.7 0.030 39.7 27.3 12.4 24.0 15.7
24.00 85.9 0.028 41.0 29.8 11.3 26.2 14.9
26.00 81.7 0.027 42.2 32.2 10.0 28.3 13.9
28.00 77.9 0.026 43.4 34.7 8.7 30.5 12.9
30.00 74.5 0.025 44.4 37.2 7.2 32.7 11.7
32.00 71.4 0.024 45.4 39.7 5.8 34.9 10.6
34.00 68.6 0.023 46.4 42.2 4.2 37.1 9.3
36.00 66.0 0.022 47.3 44.6 2.6 39.2 8.0
38.00 63.7 0.021 48.1 47.1 1.0 41.4 6.7
40.00 61.5 0.020 48.9 49.6 -0.7 43.6 5.3
42.00 59.5 0.020 49.7 52.1 -2.4 45.8 3.9
44.00 57.6 0.019 50.5 54.6 -4.1 48.0 2.5
46.00 55.9 0.019 51.2 57.1 -5.9 50.2 1.0
48.00 54.3 0.018 51.9 59.5 -7.7 52.3 -0.5
50.00 52.8 0.018 52.5 62.0 -9.5 54.5 -2.0
52.00 51.4 0.017 53.1 64.5 -11.3 56.7 -3.5
54.00 50.0 0.017 53.8 67.0 -13.2 58.9 -5.1
56.00 48.8 0.016 54.4 69.5 -15.1 61.1 -6.758.00 47.6 0.016 54.9 71.9 -17.0 63.2 -8.3
15.9 m3
17.8 m3
26.5 m2
Tank Height= 1.2 m
PROVIDED STORAGE= 31.8 m3
CALCULATIONS FOR ORIFICE SIZE:
Orifice Plate
Target Flow, Q= 0.021 cms
Orifice Discharge: Q= CA(2gH)^0.5
For Orifice Plate: C= 0.6
Distance from top of tank to Center of orifice tube/plate
Restrictive Pipe Area, A= Q/(C(2gH)^0.5)
Diameter of orifice Plate, D=: 90 mm
Invert of Orifice Plate= 81.15 m
Top of Tank= 82.35 m
Maximum Head Acting on orifice Plate= 1.155 m
Orifice Area, A= 0.0064 m2
So, discharge through orifice = 0.018 cms
Maximum Restrictive Pipe Head (H)=
MAXIMUM STORAGE REQUIRED(based on 2-yr target)=
Provide Tank Footprint Area=
MAXIMUM STORAGE REQUIRED(based on provided 2-yr flow)=
Urbantech West, A Division of Leighton-Zec West Ltd.
2030 Bristol Circle Suite 201 Oakville, Ontario L6H0H2
TEL: 905.829.8818 www.urbantech.com
APPENDIX B
WASTEWATER AND WATER DEMAND CALCULATIONS
Page 1 of 1
Urbantech West, A Division of Leighton-Zec West Ltd. 2030 Bristol Circle Dr. Suite 201 Oakville, Ontario L6H 0H2
TEL: 905.829.8818 www.urbantech.com
August 28th, 2014
The Regional Municipality of Halton
1151 Bronte Road
Oakville, ON L6M 3L1
Dear Sir/Madam:
Re: Water Usage and Wastewater Discharge Report for 374 Martha Street (Adi
Development Inc.), City of Burlington
(Urbantech Project No: 14-141W)
As per requirements of Halton Region, the following water usage and wastewater discharge report
has been prepared in support of the development application for the proposed mixed commercial/residential building located at 374 Martha Street in City of Burlington. The proposed
site plan application includes the construction of a new 28 storey building with 5 underground parking floors, and landscape areas. The subject site has a total area of 0.14 ha. The building will
have a total 226 residential units (including one and two bedroom types) and approximately 348m2 retail space. Approximately 79 m2 of the site will be landscaped.
Based on Region of Halton guidelines, the following water usage and wastewater discharge values have been calculated (Refer to attached calculation tables).
Water Usage = 102.60 m3/day
Wastewater Discharge = 102.58 m3/day
Please do not hesitate to call should you have any questions.
Yours truly,
Peter Horn, P.Eng., MLA
Senior Project Manager
Page 1 of 1
Urbantech West, A Division of Leighton-Zec West Ltd. 2030 Bristol Circle Dr. Suite 201 Oakville, Ontario L6H 0H2
TEL: 905.829.8818 www.urbantech.com
Design Sheet: Water Usage and Wastewater Discharge Calculations
Project Name: 374 Martha Street Municipality: Halton Region, City of Burlington
Project No: 14-141W
Water Usage
Building Usage Type Residential/Commercial
Usage Rate (litres/cap/day) 275
Total Population 373
Total Usage (m3/day) 102.58
Landscape
Areas
Usage Rate (m/m2/week) 0.00254
Area (m2) 79
Total Landscape Usage (m3/day) 0.029
Total Water Usage (m3/day) 102.60
*Irrigation rate assumed to be 10% of golf course irrigation demand of 2.54cm/week
(source: Background Study – Golf Course Impacts, Policy Approaches, and Future Options, Region of Halton)
Wastewater Discharge
Building
Usage Type Residential/Commercial
Usage Rate (litres/cap/day) 275
Total Population 373
Total Usage (m3/day) 102.58
Total Wastewater Discharge (m3/day) 102.58
Project No: 14-141W Prepared By: Z.S.Project Name: 374 Martha Street Checked By: P.H.Municipality: City of Burlington Last Revised: 12-Aug-14Date: 1-Aug-14
WASTEWATER DISCHARGE CALCULATION
Site Area= 0.136 ha
Residential Unit Breakdown
Type Units Per/Unit Population1 Bedroom 169 1.62 273.82 Bedroom 57 1.62 92.3
TOTAL 226 366
* PPU Density as per Region of Halton Water/Wastewater Masterplan Appendix 1-6 : Burlington, ON
Average Dry Weather Flow= 275 litre/cap/day
Residential Average Dry Weather Flow= 100683 litre/day1.165 litre/sec
Residential Peak Factor= 4.00
Residential peak Flow= 4.66 litre/sec
Commercial Unit Breakdown
Gross Retail Floor Area= 348 m2
Wastewater Discharge= 5 litre/day/m2(* per OBC - Table 8.2.1.3.B.: Stores)
Commercial Average Dry Weather Flow= 1740 litre/day0.0279 ltre/sec
Approximate Commercial Population= 7 (@275 litre/cap/day)
Commercial Peak Factor= 3.54
Commercial peak Flow= 0.10 litre/sec
Infiltration= 0.286 litre/sec/hectare
0.039 litre/sec
4.80 litre/sec
CONNECTION SEWER CAPACITY (Ex. 200mm Sanitary Sewer within Martha Street ROW)
(mm) (%) (m/s) (L/s) (L/s)
200 0.80 0.93 29.34 24.54
Spare
Capacity
Peaked Wastewater Discharge from Site=
Diameter
Slope
Velocity
Full Flow
Capacity
Zakia
2030 Bristol Circle, Suite 201Oakville Ontario L6H 0H2
Urbantech West
Trusting this meet with your approval, we are...
Yours truly,
Mark SchmidtJackson Waterworks
Jackson Waterworks has completed fire hydrant flow testing and offer our report(s) accordingly.
We define the Test Hydrant as the one being flowed, and the Base Hydrant as the one where static andresidual pressure readings are recorded.
29 July 2014
Ms. Sultana
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
200
400
600
700
850
100
300
500
800
1050
750
900
1000
650
1100
1300
1350
1250
1200
1150
1600
1550
1650
1450
1500
1400
1900
1850
1750
1700
2200
2150
2100
2050
2000
1950
2250
FLOW IN U.S. GPM
PRESSU
RE
(PSIG
)
PORT No. PORT DIA. (in/mm) PITOT (psig) FLOW (usgpm) RESIDUAL (psig)
Test Date
Test Time
Pipe Dia.
Static
General Data
Site or Developer Name
Site Address/Municipality
Location of Test Hydrant
Location of Base Hydrant
Site Information
Technician's Comments
No conversion factor used for flow calculation based on round and flush internal nozzle
configuration. Refer to attached letter for any further comments.
1
2
2.50/63,5
2.50/63,5
52 1210 64
68psig
25 July 2014
300mm
None
374 Martha Street, Burlington (Region of Halton)
Martha Street, 1st North of Lakeshore Road
THEORETICAL FLOW @ 20psi
1:00pm40/40 2120 59
Corner of Martha Street & Pine Street
4630
950
1800
+
Verified By: Mark Schmidt
+
125
130
+
Project No: 14-141W Prepared By: Z.S.Project Name: 374 Martha Street Checked By: P.H.Municipality: City of Burlington Last Revised: 12-Aug-14Date: 1-Aug-14
DOMESTIC FLOW CALCULATION
Site Area= 0.136 ha
Residential Unit Breakdown
Type Units Per/Unit Population1 Bedroom 169 1.62 273.782 Bedroom 57 1.62 92.34
TOTAL 226 366
Average Daily Demand= 275 litre/cap/day
Residential Average Daily Demand= 100683 litre/day1.165 litre/sec
Commercial Unit Breakdown
Commercial Unit Breakdown
Gross Retail Floor Area= 348 m2
Average Daily Demand= 5 litre/day/m2
Commercial Average Daily Demand = 1740 litre/day0.0279 ltre/sec
Max. Daily demand Peak Factor= 2.25
Max. Hourly Peak Factor (Residential)= 4.00Max. Hourly Peak Factor (Commercial)= 2.25
Max. Daily Demand= 2.68 litre/secMax. Hourly Demand= 4.72 litre/sec
Max. Domestic Flow= 4.72 litre/secFire Flow= 69 litre/sec
Maximum Daily Demand + Fireflow= 72 litre/secMaximum Hourly Demand = 4.72 litre/sec
Design water demand= 72 litre/sec
FIRE FLOW CALCULATION
(Based on Fire Underwriters Survey)
F= 220 C ( sqrt (A))
Where F= Fire flow in Lpm C= construction type coefficient = 0.6 fire resistive construction A = Area of largest floor plus 25% of each of the two immediately adjoining floors.(assuming vertical opening and exterior vertical communications are protected (one hour rating))(underground parking areas are excluded)
Level No. Floor Area (m2) Area Applied1 462 0%2 830 25%3 1280 100% Largest Floor 4 1280 25%5 606 0%6 690 0%7 690 0%8 690 0%9 690 0%10 690 0%11 690 0%12 690 0%13 690 0%14 690 0%15 690 0%16 690 0%17 690 0%18 690 0%19 690 0%20 707 0%21 707 0%22 750 0%23 694 0%24 694 0%25 694 0%26 675 0%27 764 0%28 641 0%
TOTAL=
1 Unadjusted Fire Flow: 5,611.94 L/min6,000 L/min (rounded to nearest 1000 l/min)
2 Occupancy Reduction:25% reduction for normal residential occupancyF = 4500 L/min
3 Sprinkler Reduction:30% Reduction for NFPA Sprinkler SystemF = 3150 L/min
4 Separation Charge:62% Max. Separation Charge, 2790 L/min
Adjusted Fire Flow, F = (2) - (3) + (4) = 4140 l/min= 69 l/s= 1092.96 gpm
Residual Pressure at this flow= 65 psi (Min. Pressure = 20 psi)
1,808
PROJECT No.:DESIGNED:
P.H.
DRAWN:
A.G.H./P.H.
DATE:
CHECKED:
SCALE:
AS SHOWN
AUGUST, 2014
P.H.
SHEET No.:
DRAWING No.:
DATEREVISIONNo.
3
2
1
CITY FILE No.
14-141W
D-1
KEY PLAN
N.T.S.
REGION FILE No.
2030 Bristol Circle Drive, Suite 201 Oakville, Ontario L6H 0H2
tel: 905.829.8818 fax: 905.829.4804
www.urbantech.com
Urbantech West, A Division of Leighton-Zec West Ltd.
west
CITY OF BURLINGTON
REGIONAL MUNICIPALITY OF
HALTON
SITE
PINE ST.
JAMES ST.
LAKE ONTARIO
HARRIS CRES.
GENERAL DETAILS
374 MARTHA STREET
ADI DEVELOPMENT GROUP INC.
MUNICIPAL APPROVAL
APPROVED IN PRINCIPAL SUBJECT TO DETAIL
CONSTRUCTION CONFORMING TO TOWN
STANDARDS AND SPECIFICATIONS.
SIGNED__________________ DATE_____________
ENGINEERING DEPARTMENT
REGIONAL APPROVAL
REGION DESIGN OF WATER &/OR WASTEWATER SERVICES
APPROVED SUBJECT TO DETAIL CONSTRUCTION CONFORMING
TO HALTON REGION STANDARDS & SPECIFICATIONS &
LOCATION APPROVAL FROM AREA MUNICIPALITY.
SIGNED_______________________ DATE__________
BUSINESS & TECHNICAL SERVICES
The Applicant should be aware that the approval of the water system on private property is the
responsibilty of the Local Municipality. Regardless, the Applicant must ensure that the Region
of Halton's standards and specifications are met. (Water and Wastewater Linear Design
Manual may be obtained thru the Data Management Group at 905-825-6032) Furthermore, all
water quality tests must be completed to the Region of Halton's satisfaction, before the water
supply can be turned on.
AUG. 28/14 P.H.FOR 1ST ENGINEERING SUBMISSION - SITE PLAN APPLICATION
Sheet: 1
File: OPSD600.040.pdf
Missing or invalid reference
UP
UP
CONCIERGE
CACF
STAIR TRANSFER AT INTERMEDIATE LEVEL
EXHAUST
GAS METER
INTAKE
RESIDENTIAL
RETAIL
BIKE PARKING
PROPERTY LINE
PRO
PERTY LIN
E
LINE OF BUILDING ABOVE
TYPE 'G
' LO
AD
IN
G SPACE
LEVEL (+
/-2%
) CO
NSTRU
CTED
O
F 200m
m REIN
FO
RCED
CO
NCRETE
MIN
6.1m
CLEAR O
VERH
EAD
SH
ARED
SLO
PE U
P @
7.5%
SLOPE DN @ 15% SLOPE UP @ 15%
SLO
PE D
N @
7.5%
SLOPE DN @ 2%
SLO
PE D
N @
15%
SLO
PE U
P @
15%
AIR INTAKE SHAFT
PROPERTY LINE
MARTH
A STREET
LAKESHORE ROAD
ORL
ORL
ORL
HH
HH
HH
CB
D
C
B
TS
HPW
HPW
C
B
E
X
.
O
V
E
R
H
E
A
D
W
I
R
E
S
TRAN
S.
EX. O
VERH
EAD
U
TILITY LIN
E
C
B
C
B
ORL
D
IC
B
BMH
MH SAN
E
X
. B
E
LL
MH SAN
MH STM
INV. 78.61 W-E
MH
STM
INV.
78.16 W
-E
79.20 N
MH SAN
INV. 76.36 W-E
76.63 N
82.37
82.24
82.73
82.52
82.39
82.70
82.70
82.80
82.29
82.33
82.48
82.70
82.44
82.70
3.08%
3.88%
4.57%
82.43
82.58
82.18
82.33
82.46
3.6%
82.58
82.62
82.67
82.49
2.00%
82.65
2.0%
82.30
82.75
82.79
82.89
82.86
82.84
83.56
83.55
83.93
83.22
83.11
82.92
83.00
82.55
83.20
82.51
82.15
82.13
82.85
82.85
82.79
82.9582.94
83.71
83.54
83.54
83.53
83.48
83.3483.22
83.26
82.04
83.26
82.89
82.93
82.50
82.55
8
3
.
0
4
83.22
83.37
83.04
83.10
83.50
83.21
83.10
83.00
83.42
82.95
83.10
83.17
83.08
0
.
5
0
%
0
.
5
0
%
0
.
5
0
%
83.12
83.30
83.24
5.50%
82.76
82.80
2.0
%
2.0%
2.0%
1
.
5
8
%
13.0m
M
82.70
82.75
2.93%
PROJECT No.:DESIGNED:
DRAWN: DATE:
CHECKED:
SCALE:
H 1:150
SHEET No.:
DRAWING No.:
LEGEND
DATEREVISIONNo.
3
2
1
CITY FILE No.
SG-1
KEY PLAN
N.T.S.
REGION FILE No.
CITY OF BURLINGTON
REGIONAL MUNICIPALITY OF
HALTON
PROPOSED GRADE
EXISTING ELEVATION
SINGLE/REARLOT CATCHBASIN
HYDRANT & VALVE
STORM MANHOLE
DOUBLE CATCHBASIN
VALVE & BOX
SANITARY MANHOLE
EXISTING CONTOUR
202.45
OVERLAND FLOW ROUTE
SWALE
MATCH EXISTING GRADE
202.45
SITE BOUNDARY
GENERAL SITE
GRADING PLAN
P.H.
A.G.H./P.H. AUGUST, 2014
P.H.
14-141W
2030 Bristol Circle Drive, Suite 201 Oakville, Ontario L6H 0H2
tel: 905.829.8818 fax: 905.829.4804
www.urbantech.com
Urbantech West, A Division of Leighton-Zec West Ltd.
west
MUNICIPAL
APPROVED IN PRINCIPAL SUBJECT TO DETAIL
CONSTRUCTION CONFORMING TO TOWN
STANDARDS AND SPECIFICATIONS.
SIGNED__________________ DATE_____________
ENGINEERING DEPARTMENT
REGIONAL APPROVAL
REGION DESIGN OF WATER &/OR WASTEWATER SERVICES
APPROVED SUBJECT TO DETAIL CONSTRUCTION CONFORMING
TO HALTON REGION STANDARDS & SPECIFICATIONS &
LOCATION APPROVAL FROM AREA MUNICIPALITY.
SIGNED_______________________ DATE__________
BUSINESS & TECHNICAL SERVICES
The Applicant should be aware that the approval of the water system on private property is the
responsibilty of the Local Municipality. Regardless, the Applicant must ensure that the Region
of Halton's standards and specifications are met. (Water & Wastewater Linear Design Manual
may be obtained thru the Data Management Group at 905-825-6032) Furthermore, all water
quality tests must be completed to the Region of Halton's satisfaction, before the water supply
can be turned on.
BENCHMARK
CITY OF BURLINGTON BENCHMARK No. 358
BRASS CAP SET IN A CONCRETE MONUMENT IN THE BOULEVARD AT THE SOUTHEAST CORNER OF NEW STREET
AND STINSON AVENUE. MONUMENT LOCATED 10.3m FROM A NAIL IN A HYDRO POLE AND 19.458m FROM THE
NORTHWEST CORNER OF HOUSE No. 2260 NEW STREET. HORIZONTAL CONTROL MONUMENT 043850170
ELEVATION: 87.310
374 MARTHA STREET
ADI DEVELOPMENT GROUP INC.
SITE
PINE ST.
JAMES ST.
LAKE ONTARIO
HARRIS CRES.
AUG. 28/14 P.H.
REFERENCE DRAWINGS
SURVEY - REFER TO MACKAY, MACKAY & PETERS LTD., PROJECT No. 14-052, DATE: MAY 2014
ARCHITECTURAL SITE PLAN- REFER TO RAW ARCHITECTS, PROJECT No. 13069, DATE: AUG. 28, 2014
EX. SERVICES - REFER TO REGION OF HALTON CONTRACT NO. W-2649-12, DWG. NO. PR-2649-12, DATE: APR. 2013
EX. SERVICES - REFER TO CITY OF BURLINGTON INDEX NO. N38-8 (OCT. 76) & INDEX NO. W67 (OCT. 79) W/
CONTRACT NO. 78-10 (N-242)
FOR 1ST ENGINEERING SUBMISSION - SITE PLAN APPLICATION
PROPERTY LINE
PROPERTY LINE
PROPERTY LINE
PRO
PERTY LIN
E
PRO
PERTY LIN
E
SLO
PE U
P @
7.5%
SLOPE DN @ 7.5%SLOPE DN @ 15%
SLOPE DN @ 5%
SLO
PE D
N @
5%
SLO
PE D
N @
5%
AIR INTAKE SHAFT
AIR INTAKE SHAFT
MAIN ELECTRICAL ROOM
SPRINKLER ROOM
STORM WATER TANK
WASTE RECYCLING
LOBBY
BIKES & LOCKERS
SLO
PE U
P @
15%
EXHAUST SHAFT
MARTH
A STREET
LAKESHORE ROAD
ORL
ORL
ORL
HH
HH
HH
WSV
WSV
WSV
CB
D
C
B
WSV
FH
TS
HPW
HPW
C
B
E
X
.
O
V
E
R
H
E
A
D
W
I
R
E
S
EX. 114.45-525m
m STM
@
0.80%
EX. 119.48m
-200m
m SAN
@
0.80%
EX. 300m
m W
M
EX. 62.94m-750m
m STM
@ 0.74%
EX. 121.62m-450mm SAN @ 0.27%
TRAN
S.
E
X
.
5
0
m
m
G
A
S
M
A
I
N
E
X
.
3
0
0
m
m
P
V
C
W
M
EX. 300mm
D.I. WM
EX. W.VC.
EX. 50mm GAS MAIN
EX. 32m
m G
AS M
AIN
EX. 32mm GAS MAIN
EX. O
VERH
EAD
U
TILITY LIN
E
C
B
C
B
ORL
D
IC
B
BMH
EX. 150mm SAN
EX. 200mm STM
MH SAN
E
X
.
W
.
V
C
.
EX. PLUG
BMH
E
X
. B
ELL
E
X
. B
E
LL
ORL
MH SAN
MH STM
INV. 78.61 W-E
MH
STM
INV.
78.16 W
-E
79.20 N
MH SAN
INV. 76.36 W-E
76.63 N
WSV
PROP. 11.2m - 300mm∅ STORM @ 2.00%
(PIPE TO BE INSULATED)
PROP. 9.1m-200mm∅ SAN @ 2.00%
3 VALVE IN CHAMBER
AS PER STD. RH 402.050
PROP 100mm∅ WM (DOMESTIC)
90°
M
APPROX. LOCATION OF 75mm
WATER METER (RH 410.06)
& BACKFLOW PREVENTER
(REFER TO MECHANICAL
DWGS FOR DETAILS)
200x100
TEE
PROP. 200mm∅ WM (FIRE)
4
.8
0
m
ORIFICE PLATE
90mm∅ DIA.
INV 81.15
PROP. SIAMESE
CONNECTION
MAINTENANCE
ACCESS/ EMERGENCY
OVERFLOW
STORM WATER MANAGEMENT TANK
TANK PLAN AREA = 26.5m²
BASE ELEV. = 76.64m
MIN FG ABOVE TANK = 82.82m
ASSUMED U.S. OF TOP SLAB = 82.35m
OUTLET INVERT (ORIFICE PLATE) = 81.15m
ACTIVE STORAGE HT. ABOVE INV. = 1.20m
ACTIVE STORAGE VOL PROVIDED = 31.8m³
ACTIVE STORAGE VOL REQUIRED = 17.8m³
PROJECT No.:DESIGNED:
P.H.
DRAWN:
A.G.H./P.H.
DATE:
CHECKED:
SCALE:
H 1:150
AUGUST, 2014
P.H.
SHEET No.:
DRAWING No.:
LEGEND
DATEREVISIONNo.
3
2
1
CITY FILE No.
14-141W
SS-1
KEY PLAN
N.T.S.
REGION FILE No.
2030 Bristol Circle Drive, Suite 201 Oakville, Ontario L6H 0H2
tel: 905.829.8818 fax: 905.829.4804
www.urbantech.com
Urbantech West, A Division of Leighton-Zec West Ltd.
west
CITY OF BURLINGTON
REGIONAL MUNICIPALITY OF
HALTON
SITE
PINE ST.
JAMES ST.
LAKE ONTARIO
HARRIS CRES.
GENERAL SITE
SERVICING PLAN
374 MARTHA STREET
ADI DEVELOPMENT GROUP INC.
BENCHMARK
CITY OF BURLINGTON BENCHMARK No. 358
BRASS CAP SET IN A CONCRETE MONUMENT IN THE BOULEVARD AT THE SOUTHEAST CORNER OF NEW STREET
AND STINSON AVENUE. MONUMENT LOCATED 10.3m FROM A NAIL IN A HYDRO POLE AND 19.458m FROM THE
NORTHWEST CORNER OF HOUSE No. 2260 NEW STREET. HORIZONTAL CONTROL MONUMENT 043850170
ELEVATION: 87.310
REFERENCE DRAWINGS
SURVEY - REFER TO MACKAY, MACKAY & PETERS LTD., PROJECT No. 14-052, DATE: MAY 2014
ARCHITECTURAL SITE PLAN- REFER TO RAW ARCHITECTS, PROJECT No. 13069, DATE: AUG. 28, 2014
EX. SERVICES - REFER TO REGION OF HALTON CONTRACT NO. W-2649-12, DWG. NO. PR-2649-12, DATE: APR. 2013
EX. SERVICES - REFER TO CITY OF BURLINGTON INDEX NO. N38-8 (OCT. 76) & INDEX NO. W67 (OCT. 79) W/
CONTRACT NO. 78-10 (N-242)
SINGLE/REARLOT CATCHBASIN
HYDRANT & VALVE
DOUBLE CATCHBASIN
VALVE & BOX
SITE BOUNDARY
EXISTING SANITARY
SEWER/MANHOLE
EXISTING STORM
SEWER/MANHOLE
SANITARY SEWER/ MANHOLE
STORM SEWER/ MANHOLE
EXISTING WATER
MAIN & VALVE
WATER MAIN
MWATER METER
MUNICIPAL APPROVAL
APPROVED IN PRINCIPAL SUBJECT TO DETAIL
CONSTRUCTION CONFORMING TO TOWN
STANDARDS AND SPECIFICATIONS.
SIGNED__________________ DATE_____________
ENGINEERING DEPARTMENT
REGIONAL APPROVAL
REGION DESIGN OF WATER &/OR WASTEWATER SERVICES
APPROVED SUBJECT TO DETAIL CONSTRUCTION CONFORMING
TO HALTON REGION STANDARDS & SPECIFICATIONS &
LOCATION APPROVAL FROM AREA MUNICIPALITY.
SIGNED_______________________ DATE__________
BUSINESS & TECHNICAL SERVICES
The Applicant should be aware that the approval of the water system on private property is the
responsibilty of the Local Municipality. Regardless, the Applicant must ensure that the Region
of Halton's standards and specifications are met. (Water and Wastewater Linear Design
Manual may be obtained thru the Data Management Group at 905-825-6032) Furthermore, all
water quality tests must be completed to the Region of Halton's satisfaction, before the water
supply can be turned on.
EXISTING CABLE TV
EXISTING UTILITY LINE
EXISTING BELL
EXISTING GAS
AUG. 28/14 P.H.FOR 1ST ENGINEERING SUBMISSION - SITE PLAN APPLICATION
SANITARY SEWER & SERVICES
1. SHALL BE CONSTRUCTED IN ACCORDANCE WITH REGION OF HALTON & OPSD STANDARDS AND
SPECIFICATIONS (LATEST REVISIONS) WITH REGIONAL ADDITIONS AND/OR REVISIONS
2. CROSS-SECTION AS PER OPSD 802.010. COVER & BEDDING MATERIAL TO BE GRANULAR ‘A’
3. SANITARY MANHOLES SHALL BE AS PER OPSD 701.010 WITH FRAME AND COVER AS PER OPSD 401.01
(CLOSED COVER).
4. SANITARY SERVICES TO BE INSTALLED WITH A MINIMUM FALL OF 2.0%.
5. SANITARY SERVICES PIPES SHALL BE 150MM DIA. (DOUBLE) OR 125MM DIA. (SINGLE).
6. SANITARY SERVICES AT STREET LINE SHALL BE INSTALLED WITH A MINIMUM OF 2.15M AND A MAXIMUM
OF 2.75M COVER BELOW PROPOSED CENTRELINE ROAD GRADE AT THAT POINT OR AS DETAILED.
7. SANITARY MANHOLE COVER ARE TO BE STAMPED ‘DANGER’ AND ‘SANITARY’.
8. SANITARY MANHOLE BENCHING IS TO BE THE OBVERT OF THE PIPE.
9. SANITARY SEWER PIPE, CONNECTIONS AND MARKERS ARE TO BE GREEN COLOUR.
STORM SEWERS & SERVICES
1. SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF BURLINGTON & OPSD STANDARDS AND
SPECIFICATIONS. (LATEST REVISIONS). ALL OPSD STANDARDS SHALL BE READ IN CONJUNCTION WITH
LATEST CITY OF BURLINGTON ADDITIONS AND/OR REVISIONS.
2. CROSS-SECTION BEDDING DETAILS SHALL BE AS PER CITY OF BURLINGTON STD. S-186.
3. STORM MANHOLES SHALL BE AS PER OPSD 701.010 WITH FRAME AND COVER AS OPSD 401.01 (OPEN
COVER), CATCH BASIN MANHOLES SHALL HAVE BEEHIVE TYPE COVERS PER STD. S-176.
WATERMAINS & SERVICES
1. SHALL BE CONSTRUCTED IN ACCORDANCE WITH REGION OF HALTON & OPSD STANDARDS AND
SPECIFICATIONS (LATEST REVISION) WITH REGIONAL ADDITIONS AND/OR REVISIONS.
2. MAINS SHALL BE INSTALLED TO A MINIMUM DEPTH OF 1.7M BELOW PROPOSED CENTRELINE OF ROAD.
3. BEDDING CROSS-SECTION AS PER OPSD 802.010, WITH GRANULAR ‘A’ BEDDING AND COVER MATERIAL.
TRENCH BACKFILL SHALL BE SELECTED NATIVE MATERIAL.
4. WATERMAINS TO BE PVC CLASS 150, SDR18 WITH GASKETTED JOINTS, INSTALLED WITH 10 GAUGE
TRACER WIRE. A SOLID 10 GAUGE TWU COPPER TRACER WIRE SHALL BE INSTALLED ALONG THE LENGTH
OF THE PIPE AND STRAPPED AT 6 METRE INTERVALS, TRACER WIRE IS TO BE BROUGHT UP OUTSIDE
THE VALVE BOX TO THE TOP OF THE BOX THEN IN THROUGH THE HOLE AS PER HALTON STANDARD
DRAWING RH400.04 OR 400.05. THE INSPECTOR MAY TEST THE TRACING WIRE FOR CONDUCTIVITY. IF
THE TRACING WIRE IS NOT CONTINUOUS FROM VALVE TO VALVE, THE CONTRACTOR SHALL, AT HIS
OWN EXPENSE, REPLACE OR REPAIR THE WIRE.
5. HYDRANT COMPLETE WITH STORZ NOZZLES (CAPS PAINTED BLACK), SECONDARY VALVE, VALVE BOX
AND ANCHOR TEE SHALL BE INSTALLED AS PER OPSD 1105.01 WITH STREAMER PORT FACING ROADWAY.
SECONDARY VALVE SHALL BE CLOSE COUPLED TO ANCHOR TEE. TWO (2) 63.5MM (2 1/2”) WITH CSA
STANDARD THREAD, 63.5MM I.D., 79.4MM O.D., 5 THREADS PER 25MM, 31.75MM SQUARE OPERATING
NUT; AND ONE (1) 100MM (4”) STORZ PUMPER CONNECTION AS PER CAN/ULC #S-520, 31.75MM SQUARE
OPERATING NUT AND STORZ CAP PAINTED GLOSS BLACK.
6. HYDRANT BARREL EXCEEDS 1.7M, CONTRACTOR SHALL USE A HYDRANT THAT CAN BE RAISED WITHOUT
INCREASING ROD LENGTH.
7. ALL METALLIC FITTINGS, HYDRANTS AND RESTRAINTS ARE TO BE CATHODICALLY PROTECTED AS PER
REGION OF HALTON STANDARDS.
8. ALL FITTINGS TO HAVE MECHANICAL RESTRAINTS THAT MEET UNI-B-13-92 AND THE MANUFACTURER’S
SPECIFICATIONS. THE LENGTHS WITHIN THE JOINTS ARE TO BE RESTRAINED ON EACH SIDE OF
FITTING AS SHOWN ON THIS TABLE:
GENERAL NOTES
1. ALL CONCRETE IS TO BE FROM PLANTS APPROVED BY THE MINISTRY OF THE ENVIRONMENT
2. ALL NON-REINFORCED CONCRETE PIPE SHALL BE IN ACCORDANCE WITH CSA A257.1 M1982.
3. ALL REINFORCED CONCRETE PIPE SHALL BE IN ACCORDANCE WITH CSA A257.2 M1982.
4. ALL PVC SEWER PIPE UP TO 150MM DIAMETER SHALL BE IN ACCORDANCE WITH CSA B182.2, M1983
SDR-28.
5. ALL PVC SEWER PIPE FROM 200MM DIAMETER AND GREATER SHALL BE IN ACCORDANCE WITH CSA
B182.2 M1983 DR-35. OR B182.4, 320 KPA AS SPECIFIED.
6. ALL PVC WATERMAIN PIPE SHALL BE IN ACCORDANCE WITH AWWA C900 AND SHALL BE CLASS 150.
7. CONTRACTOR SHALL VERIFY ALL LOCATIONS OF GASMAINS, WATERMAINS, TV CABLES, HYDRO AND
TELEPHONE DUCTS, SANITARY AND STORM SEWERS AND ALL EXISTING PRIVATE SEWER, WATER AND
UTILITY SERVICES PRIOR TO CONSTRUCTION.
8. ALL TRENCHES WITHIN EXISTING R.O.W. ARE TO BE RESTORED AS PER CITY OF BURLINGTON STDS.
S-114 & S-114A
9. NO BLASTING IS PERMITTED WITHOUT PRIOR APPROVALS FROM CITY AND REGION.
10. NO SUBSTITUTION OF ANY MATERIALS WITHOUT THE PRIOR WRITTEN CONSENT FROM THE CITY AND
THE REGION.
11. RELOCATION OF EXISTING SERVICES AND/OR UTILITIES SHALL BE AS SHOWN ON THE DRAWINGS OR AS
DIRECTED BY THE CITY’S DIRECTOR OF ENGINEERING AT THE DEVELOPER’S EXPENSE.
12. DRIVEWAY GRADES NOT EXCEED 8.0%.
13. ANY AREAS BEYOND THE LIMIT OF THE SITE DISTURBED DURING CONSTRUCTION SHALL BE RESTORED
TO ORIGINAL CONDITION OR BETTER, TO THE SATISFACTION OF THE DIRECTOR OF ENGINEERING.
UP
UP
CONCIERGE
CACF
STAIR TRANSFER AT INTERMEDIATE LEVEL
EXHAUST
GAS METER
INTAKE
RESIDENTIAL
RETAIL
BIKE PARKING
PROPERTY LINE
PRO
PERTY LIN
E
LINE OF BUILDING ABOVE
TYPE 'G
' LO
AD
IN
G SPACE
LEVEL (+
/-2%
) CO
NSTRU
CTED
O
F 200m
m REIN
FO
RCED
CO
NCRETE
MIN
6.1m
CLEAR O
VERH
EAD
SH
ARED
SLO
PE U
P @
7.5%
SLOPE DN @ 15% SLOPE UP @ 15%
SLO
PE D
N @
7.5%
SLOPE DN @ 2%
SLO
PE D
N @
15%
SLO
PE U
P @
15%
AIR INTAKE SHAFT
PROPERTY LINE
MARTH
A STREET
LAKESHORE ROAD
ORL
ORL
ORL
HH
HH
HH
WSV
WSV
WSV
CB
D
C
B
WSV
FH
TS
HPW
HPW
C
B
E
X
.
O
V
E
R
H
E
A
D
W
I
R
E
S
TRAN
S.
EX. W.VC.
EX. O
VERH
EAD
U
TILITY LIN
E
C
B
C
B
ORL
D
IC
B
BMH
MH SAN
E
X
. B
E
LL
MH SAN
MH STM
INV. 78.61 W-E
MH
STM
INV.
78.16 W
-E
79.20 N
MH SAN
INV. 76.36 W-E
76.63 N
WSV
DOUBLE CATCHBASIN
WITH SILT PROTECTION
LEGEND
KEY PLAN
N.T.S.
SINGLE/REARLOT CATCHBASIN
HYDRANT & VALVE
STORM MANHOLE
DOUBLE CATCHBASIN
VALVE & BOX
SANITARY MANHOLE
EXISTING CONTOUR
OVERLAND FLOW ROUTE
SITE BOUNDARY
CATCHBASIN/ AREA DRAIN
WITH SILT PROTECTION
TEMPORARY CONSTRUCTION
ACCESS (MUD MAT)
PROJECT No.:DESIGNED:
DRAWN: DATE:
CHECKED:
SCALE:
H 1:150
SHEET No.:
DRAWING No.:
DATEREVISIONNo.
3
2
1
CITY FILE No.
ESC-1
REGION FILE No.
P.H.
A.G.H./P.H. AUGUST, 2014
P.H.
14-041W
2030 Bristol Circle Drive, Suite 201 Oakville, Ontario L6H 0H2
tel: 905.829.8818 fax: 905.829.4804
www.urbantech.com
Urbantech West, A Division of Leighton-Zec West Ltd.
west
MUNICIPAL
APPROVED IN PRINCIPAL SUBJECT TO DETAIL
CONSTRUCTION CONFORMING TO TOWN
STANDARDS AND SPECIFICATIONS.
SIGNED__________________ DATE_____________
ENGINEERING DEPARTMENT
REGIONAL APPROVAL
REGION DESIGN OF WATER &/OR WASTEWATER SERVICES
APPROVED SUBJECT TO DETAIL CONSTRUCTION CONFORMING
TO HALTON REGION STANDARDS & SPECIFICATIONS &
LOCATION APPROVAL FROM AREA MUNICIPALITY.
SIGNED_______________________ DATE__________
BUSINESS & TECHNICAL SERVICES
The Applicant should be aware that the approval of the water system on private property is the
responsibilty of the Local Municipality. Regardless, the Applicant must ensure that the Region
of Halton's standards and specifications are met. (Water & Wastewater Linear Design Manual
may be obtained thru the Data Management Group at 905-825-6032) Furthermore, all water
quality tests must be completed to the Region of Halton's satisfaction, before the water supply
can be turned on.
EROSION & SEDIMENT
CONTROL PLAN
SITE
PINE ST.
JAMES ST.
LAKE ONTARIO
HARRIS CRES.
CITY OF BURLINGTON
REGIONAL MUNICIPALITY OF
HALTON
BENCHMARK
CITY OF BURLINGTON BENCHMARK No. 358
BRASS CAP SET IN A CONCRETE MONUMENT IN THE BOULEVARD AT THE SOUTHEAST CORNER OF NEW STREET
AND STINSON AVENUE. MONUMENT LOCATED 10.3m FROM A NAIL IN A HYDRO POLE AND 19.458m FROM THE
NORTHWEST CORNER OF HOUSE No. 2260 NEW STREET. HORIZONTAL CONTROL MONUMENT 043850170
ELEVATION: 87.310
374 MARTHA STREET
ADI DEVELOPMENT GROUP INC.
EROSION CONTROL/
LIMIT OF WORK FENCE
AUG. 28/14 P.H.
REFERENCE DRAWINGS
SURVEY - REFER TO MACKAY, MACKAY & PETERS LTD., PROJECT No. 14-052, DATE: MAY 2014
ARCHITECTURAL SITE PLAN- REFER TO RAW ARCHITECTS, PROJECT No. 13069, DATE: AUG. 28, 2014
EX. SERVICES - REFER TO REGION OF HALTON CONTRACT NO. W-2649-12, DWG. NO. PR-2649-12, DATE: APR. 2013
EX. SERVICES - REFER TO CITY OF BURLINGTON INDEX NO. N38-8 (OCT. 76) & INDEX NO. W67 (OCT. 79) W/
CONTRACT NO. 78-10 (N-242)
FOR 1ST ENGINEERING SUBMISSION - SITE PLAN APPLICATION
1. ALL EROSION AND SEDIMENT CONTROL MEASURES TO BE INSTALLED PRIOR TO THE BEGINNING OF CONSTRUCTION AS
SHOWN ON THE PLANS AND IN ACCORDANCE WITH THE LATEST VERSION OF 'EROSION AND SEDIMENT CONTROL
GUIDELINES FOR URBAN CONSTRUCTION'.
2. ALL SEDIMENT CONTROL DEVICES TO BE ROUTINELY INSPECTED AND MAINTAINED IN PROPER WORKING ORDER
THROUGHOUT THE DURATION OF CONSTRUCTION ACTIVITY.
3. FILTER FABRIC TO BE PLACED UNDER GRATES ON ALL CATCHBASINS TO TRAP SEDIMENT. SILT TRAPS ARE TO BE
CLEANED REGULARLY AND NOT TO BE REMOVED UNTIL SUCH TIME AS THE CURBS ARE CONSTRUCTED AND THE
BOULEVARDS ARE SODDED. FILTER FABRIC FOR SILT CONTROL TO BE TERRA FIX 240R OR APPROVED EQUIVALENT.
4. CATCHBASIN CLEANING AND DUST CONTROL ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST BE KEPT
UNDER CONTROL ON ALL ROADWAYS.
5. NO MATERIAL WILL BE STOCKPILED WITHIN 15 METERS OF ANY WATERCOURSE OR WETLAND.
6. STOCKPILE LOCATIONS SHALL BE SURROUNDED BY SILT FENCING.
7. SHOULD THE PROPOSED EROSION & SEDIMENT CONTROL MEASURES PROVIDE INADEQUATE, THE CONTRACTOR SHALL
COORDINATE WITH THE ENGINEER TO REVISE THE PLANS AND RECONSTRUCT THE SEDIMENT CONTROL MEASURES
WITHIN 48 HOURS.
EROSION AND SEDIMENT CONTROL/GENERAL NOTES
13. ALL ACTIVITIES, INCLUDING MAINTENANCE PROCEDURES, WILL BE CONTROLLED TO PREVENT THE ENTRY OF
PETROLEUM PRODUCTS, DEBRIS, RUBBLE, CONCRETE OR OTHER DELETERIOUS SUBSTANCES INTO THE WATER.
VEHICULAR REFUELING AND MAINTENANCE WILL BE CONDUCTED 30 METERS FROM THE WATER.
14. ROAD EMBANKMENTS ARE TO BE STABILIZED IMMEDIATELY UPON COMPLETION OF GRADING.
15. ALL SOD USED FOR RESTORATION OF DISTURBED AREAS IS TO BE KENTUCKY BLUEGRASS NURSERY SOD.
16. ADDITIONAL EROSION AND SEDIMENT CONTROL MATERIALS (I.E. SILT FENCE, STRAW BALES, CLEAR STONES, ETC.)
ARE TO BE KEPT ON-SITE FOR EMERGENCIES AND REPAIRS
17. AN AFTER HOURS CONTACT NUMBER WHICH IS TO BE VISIBLY POSTED ON-SITE FOR EMERGENCIES. ALL THE PLANS
SHOULD HAVE NAME AND CONTACT INFORMATION OF THE PERSON RESPONSIBLE FOR EROSION AND SEDIMENT
CONTROL MEASURES.
18. ANY SEDIMENT SPILL FROM THE SITE SHOULD BE REPORTED TO MINISTRY OF ENVIRONMENT (SPILL ACTION CENTRE)
AT 1-800-268-6060.
8. RESTORATION IS TO BE COMPLETED NO MORE THAN TWO WEEKS AFTER THE COMPLETION OF ANY WORK. FAILURE
TO COMPLY WITH THIS REQUIREMENT WILL RESULT IN THE ENGINEER ARRANGING TO HAVE THE RESTORATION
COMPLETED BY OTHERS AND ALL COSTS FOR SUCH WORK DEDUCTED FROM THE MONIES OWED TO THE CONTRACTOR.
9. CONTRACTOR SHALL NOTIFY AND COORDINATE WITH PROPERTY OWNER AND RESIDENTS 24 HOURS IN ADVANCE OF
ANY PRIVATE ENTRANCE DISTURBANCE.
10. ALL AREAS DISTURBED BY THE CONTRACTOR DURING CONSTRUCTION OF THE WORKS SHOWN HEREON SHALL BE
RESTORED TO ORIGINAL CONDITION OR BETTER. ALL GRASS AND VEGETATION COVERED AREAS SHALL BE RESTORED
TO THE ORIGINAL CONDITION OR BETTER AS DETERMINED BY THE ENGINEER.
11. SHOULD AN UNEXPECTED STORM ARISE, THE CONTRACTOR WILL REMOVE ALL UNFIXED ITEMS FROM THE REGIONAL
STORM FLOODPLAIN THAT WOULD HAVE THE POTENTIAL TO CAUSE A SPILL/POLLUTION (I.E. FUEL TANKS,
PORTA-POTTIES, MACHINERY) OR AN OBSTRUCTION TO FLOW (I.E. EQUIPMENT).
12. THE EROSION AND SEDIMENT CONTROL STRATEGIES OUTLINED ON THE PLANS ARE NOT STATIC AND MAY NEED TO BE
UPGRADED AND/OR AMENDED AS SITE CONDITIONS CHANGE TO PREVENT SEDIMENT RELEASES TO THE NATURAL
ENVIRONMENT. CREDIT VALLEY CONSERVATION ENFORCEMENT OFFICER SHALL BE CONTACTED IMMEDIATELY
SHOULD THE EROSION AND SEDIMENT CONTROL PLANS CHANGE FROM THE APPROVED PLANS. FAILED ESC MEASURES
SHALL BE REPAIRED IMMEDIATELY.