FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT …€¦ · up up concierge cacf mail stair transfer...

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


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


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

Page ii




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




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).




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

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MARTH

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ELIZABETH

ST.

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PINE ST.

JAMES ST.

MARIA ST.

NEW ST.

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ONTARIO ST.

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LAKE ONTARIO

HARRIS CRES.

2030 Bristol Circle, Suite 201 Oakville, Ontario L6H 0H2

tel: 905.829.8818 fax: 905.829.4804

www.urbantech.com


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

MAIL

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

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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


tel: 905.829.8818 fax: 905.829.4804

www.urbantech.com


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FIGURE 2

PROJECT No.: 14-141W DATE: AUGUST 28, 2014 SCALE: 1:250

PROPOSED SITE PLAN

374 MARTHA STREET





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.




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


tel: 905.829.8818 fax: 905.829.4804

www.urbantech.com


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FIGURE 5

DETAIL OF STORM WATER TANK

PROJECT No.: DATE: SCALE: N.T.S.14-141W AUGUST 28, 2014

374 MARTHA STREET





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)




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.




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




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.




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.




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)=




APPENDIX B

WASTEWATER AND WATER DEMAND CALCULATIONS

of 1

Urbantech West, A Division of Leighton-Zec West Ltd. 2030 Bristol Circle Dr. Suite 201 Oakville, Ontario L6H 0H2


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

of 1

Urbantech West, A Division of Leighton-Zec West Ltd. 2030 Bristol Circle Dr. Suite 201 Oakville, Ontario L6H 0H2


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

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2150

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2050

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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



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


west

CITY OF BURLINGTON

REGIONAL MUNICIPALITY OF

HALTON

SITE

PINE ST.

JAMES ST.

LAKE ONTARIO

HARRIS CRES.

GENERAL DETAILS

374 MARTHA STREET


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

MAIL


EXHAUST

GAS METER

INTAKE

RESIDENTIAL

RETAIL

BIKE PARKING

PROPERTY LINE

PRO

PERTY LIN

E


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%


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%


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


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


tel: 905.829.8818 fax: 905.829.4804

www.urbantech.com


west

MUNICIPAL




SIGNED__________________ DATE_____________


REGIONAL APPROVAL





SIGNED_______________________ DATE__________




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


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


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.


tel: 905.829.8818 fax: 905.829.4804

www.urbantech.com


west

CITY OF BURLINGTON


HALTON

SITE

PINE ST.

JAMES ST.

LAKE ONTARIO

HARRIS CRES.

GENERAL SITE

SERVICING PLAN

374 MARTHA STREET


BENCHMARK





ELEVATION: 87.310

REFERENCE DRAWINGS







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




SIGNED__________________ DATE_____________


REGIONAL APPROVAL





SIGNED_______________________ DATE__________




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

MAIL


EXHAUST

GAS METER

INTAKE

RESIDENTIAL

RETAIL

BIKE PARKING

PROPERTY LINE

PRO

PERTY LIN

E


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%


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.


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)


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


tel: 905.829.8818 fax: 905.829.4804

www.urbantech.com


west

MUNICIPAL




SIGNED__________________ DATE_____________


REGIONAL APPROVAL





SIGNED_______________________ DATE__________




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


HALTON

BENCHMARK





ELEVATION: 87.310

374 MARTHA STREET


EROSION CONTROL/

LIMIT OF WORK FENCE

AUG. 28/14 P.H.

REFERENCE DRAWINGS






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.

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