Functional Servicing and Stormwater Management ... - Oakville planning/da-131603-FSR.pdf · December 2012 R.J. Burnside & Associates Limited 300032542 032542 FSR 1.0 Introduction

Prepared By:

R.J. Burnside & Associates Limited 6990 Creditview Road, Unit 2 Mississauga ON L5N 8R9

Prepared for:

Viva Retirement Communities

December 2012

File No: 300032542 The material in this report reflects best judgement in light of the information available at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions made based on it, are the responsibilities of such third parties. R.J. Burnside & Associates Limited accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report.

Functional Servicing and Stormwater Management Report Viva Oakville Sixth Line & Sixteen Mile Drive Oakville, Ontario

Viva Retirement Communities i Functional Servicing and Stormwater Management Report for Viva Oakville, Sixth Line & Sixteen Mile Drive, Oakville, Ontario December 2012

R.J. Burnside & Associates Limited 300032542 032542 FSR

Record of Revisions

Revision Date Description 0 December 2012 1st Submittal for Re-Zoning & Site Plan Approval

Viva Retirement Communities ii Functional Servicing and Stormwater Management Report for Viva Oakville, Sixth Line & Sixteen Mile Drive, Oakville, Ontario December 2012


Table of Contents

Record of Revisions ........................................................................................................ i

Table of Contents ............................................................................................................ ii

1.0 Introduction ......................................................................................................... 1 1.1 Background ........................................................................................................... 1 1.2 Site Description ..................................................................................................... 1 1.3 Proposed Development ......................................................................................... 2 1.4 Environmental Implementation Report .................................................................. 2 1.5 References ............................................................................................................ 2

2.0 Sanitary Sewer Servicing ................................................................................... 4 2.1 Existing Conditions ................................................................................................ 4 2.2 Proposed Conditions ............................................................................................. 4 2.3 Findings and Conclusions ..................................................................................... 5

3.0 Water Servicing ................................................................................................... 6 3.1 Existing Conditions ................................................................................................ 6 3.2 Proposed Conditions ............................................................................................. 6 3.3 Hydrant Coverage ................................................................................................. 6 3.4 Findings and Conclusions ..................................................................................... 7

4.0 Stormwater Management .................................................................................... 8 4.1 Stormwater Management Criteria.......................................................................... 8 4.1.1 Water Quantity ...................................................................................................... 8 4.1.2 Water Quality ......................................................................................................... 8 4.1.3 Erosion and Sediment Control .............................................................................. 8 4.2 Existing Conditions ................................................................................................ 8 4.3 Proposed Conditions ............................................................................................. 9 4.3.1 Proposed Storm Water Quantity Controls ........................................................... 12 4.4 Proposed Storm Water Quality ............................................................................ 12 4.5 Proposed Erosion Control ................................................................................... 12 4.6 Findings and Conclusions ................................................................................... 13

5.0 Site Access ........................................................................................................ 14

6.0 Conclusions and Recommendations .............................................................. 15 6.1 Sanitary Servicing ............................................................................................... 15 6.2 Water Servicing ................................................................................................... 15 6.3 Stormwater Servicing .......................................................................................... 15 6.4 Recommendations .............................................................................................. 16

Viva Retirement Communities iii Functional Servicing and Stormwater Management Report for Viva Oakville, Sixth Line & Sixteen Mile Drive, Oakville, Ontario December 2012


Tables Table 1 Proposed Site Coverage............................................................................ 2 Table 2 Erosion and Sediment Control Sequencing ............................................. 13 Figures Figure 1 Location Plan ............................................................................................. 3 Figure 2 Pre-Development Drainage Plan ............................................................. 10 Figure 3 Post-Development Drainage Plan ........................................................... 11 Drawing List (Back Pocket) S1 Site Servicing Plan G1 Grading Plan ESC1 Erosion & Sediment Control Plan D1 Details Plan Appendices A Sanitary Servicing Analysis B Fire & Domestic Flow Calculations C Stormwater Calculations D Supporting Documentation

Viva Retirement Communities 1 Functional Servicing and Stormwater Management Report for Viva Oakville, Sixth Line & Sixteen Mile Drive, Oakville, Ontario December 2012


1.0 Introduction

1.1 Background

R. J. Burnside & Associates Limited (Burnside) are the Consulting Engineers retained by Viva Retirement Communities to prepare a Functional Servicing and Stormwater Management Report in support of a Re-Zoning & Site Plan Application for a retirement development to be located at the North West corner of Sixth Line and Sixteen Mile Drive in the Town of Oakville. The purpose of this report is to: Identify sanitary servicing opportunities and constraints, including:

– Calculate existing and proposed sanitary flows; – Evaluate the capacity of the sanitary service connections; and, – Ensure that there is enough capacity on the receiving municipal sewers to

accommodate the sanitary flows from the proposed development. Evaluate the existing municipal water system, including:

– Calculate the proposed domestic water and firefighting supply needs; and, – Confirm that it has adequate flow to meet the additional required domestic and

fire flow demands for the proposed development. Evaluate on a preliminary basis the stormwater management opportunities and

constraints, including: – Calculate allowable and proposed runoff rates for the development; – Evaluate suitable methods for attenuation and treatment of stormwater runoff; – Develop and propose onsite control measures and examine theoretical

performance; and, – Demonstrate compliance of the proposed stormwater control measures with the

approved stormwater management report for Timsin Phase 1 of the Woodland Trails Community.

All of the above will be completed in accordance with accepted engineering practice and criteria from the governing approval agencies.

1.2 Site Description

The subject property is 8,043 m2 in area and is located at municipal addresses 3108 and 3130 Sixth Line in the Town of Oakville. The site is presently occupied by a one-storey stucco building and a two-storey frame building. The existing drainage from the subject property is primarily towards Sixteen Mile Drive with an average slope of 1.5%. The site is bounded by Sixth Line along the east, by Sixteen Mile Road to the south, by a residential development to the west, and by a single family residence to the north. Refer to Figure 1 for an illustration of the location of the proposed development.



1.3 Proposed Development

The proposal is for a six (6) storey retirement building with a 2,593 m2 footprint and comprised of the following: A total of 177 Suites (37 Assisted Living, and 140 Independent Living); and A one (1) level of underground garage. Vehicular access to the site will be via a single driveway entrance from Sixteen Mile Drive only. There will be an additional driveway on Sixth Line with vehicular egress only. Proposed building areas and additional site coverage types are summarized in table 1 below. Table 1 Proposed Site Coverage

Surface Type Total Area (m2)

Building Coverage (Rooftop) 2,593 Paved Area (Asphalt, Concrete, etc) 1,919 Landscaped Area 1 2,431 Landscaped Area 2 1,100

Total 8,043

1.4 Environmental Implementation Report

An Environmental Implementation Report and Functional Servicing Study (EIR/FSS) has been prepared for an area that includes the lands being re-developed by Viva Retirement Communities (Site). The EIR/FSS was prepared to provide general guidelines to ensure that new developments within the studied area are consistent with the design concepts established by the Natural Heritage System (NHS) and the Town of Oakville’s North Oakville Creeks Subwatershed Study (NOCSS). The proposed re-development of the site will be in compliance with the findings of the EIR/FSS. 1.5 References

Environmental Implementation Report and Functional Servicing Study. Lower West Morrison Creek and the Timsin/Arrasa Lands North Oakville East. April 2010 amended October 2010. JFSA Water Resources and Environmental Consultants for David Schaeffer Engineering Ltd. Design Brief for Stormwater Management Pond 22 for Timsin Phase 1 of the Woodland Trails Community. Town of Oakville February 2011 revised March 2012. JFSA Water Resources and Environmental Consultants for David Schaeffer Engineering Ltd. Storm Management Report for Timsin Phase 1 of the Woodlands Trails Community. Town of Oakville February 2011 updated July 2011.



2.0 Sanitary Sewer Servicing

2.1 Existing Conditions

Survey by David B. Searles Surveying Ltd. (December 4, 2012) and As-Constructed plan and profile of Sixteen Mile Drive by David Schaeffer Engineering Ltd. (December 2, 2012), indicate that there is currently a sanitary sewer system that can service the proposed development. The municipal sanitary sewer infrastructure in the vicinity of the site includes the following: A 200 mm PVC Sanitary Sewer lateral to the site’s property line; which flows into, A 200 mm PVC Sanitary Sewer flowing west along Sixteen Mile Drive; and into, A 200 mm PVC Sanitary Sewer flowing south along Janice Drive. Based on the As-Constructed Sanitary Sewer Design Sheets, the allocated sewer flow for the receiving sanitary sewer is 4.5 L/s and is based on an infiltration allowance of 0.286 L/s/ha and a total equivalent population density of 297 persons. The total population was allocated as 218 and 79 persons for sanitary drainage areas north and south of Sixteen Mile Drive respectively. The proposed new development is located within the north sanitary drainage area along with two additional lots with a single family residency each that are not part of this development. For complete details of the existing sanitary sewer infrastructure refer to Appendix D.

2.2 Proposed Conditions

A sanitary sewer analysis has been undertaken to determine the anticipated peak flows from the proposed development. This analysis includes the review of available capacities in the municipal sewer system as noted on the As-Built Sanitary Sewer Design Sheets. The post-development sanitary flow calculations are based on equivalent population density and on Town of Oakville and Halton Region criteria. Based on an anticipated population density of 201 persons, an average dry weather flow of 275 L/cap/day, and an infiltration allowance of 0.286 L/s/ha, the peak sanitary flow for the proposed development has been calculated as 2.88 L/s (See Appendix A). Sanitary servicing for the proposed development will consist of a new sanitary sewer manhole (MH1) at the existing sanitary lateral and a 200mm PVC sanitary sewer connection to the building at 2.0% slope. Refer to Drawing S1 for an illustration of the proposed sanitary servicing.



2.3 Findings and Conclusions

Our findings and conclusions for the sanitary servicing are as follows: The anticipated peak sanitary peak flow for the proposed development is 2.88 L/s

from a population density of 201 persons. The allocated capacity for the sewer along Sixteen Mile Drive is 4.5 L/s from a total

population of 297 persons.

The existing municipal sanitary sewer system has enough capacity to accommodate the sanitary flows from the proposed development.

No adverse impacts to the sanitary sewer system or properties downstream of the development are expected as a direct result of the proposed development.

This development can be serviced with a sanitary service connection which has been designed and constructed to comply with the applicable sanitary sewer criteria and standards of the Town of Oakville and Halton Region.



3.0 Water Servicing


Based on survey by David B. Searles Surveying Ltd. and As-Constructed plan and profile of Sixteen Mile Drive by David Schaeffer Engineering Ltd., the Municipal Water infrastructure in the vicinity of the site includes: A 300 mm PVC watermain along Sixteen Mile Drive. A 600 mm CPP watermain on Sixth Mile. The 300 mm watermain along Sixteen Mile Drive provides the best opportunity to serve this site and it has been selected for this purpose. For complete details of the existing water infrastructure refer to Appendix D.


The proposed water service connections will be made to the 300 mm watermain on Sixteen Mile Drive. The water service connection configuration will be as per Halton Region Standard RH 409.01. A proposed 100 mm diameter domestic supply connection will be branched off the proposed 150 mm diameter fire service connection. Refer to drawing S1 for additional details. Based on the Fire Underwriters Survey, the maximum required fire flow was calculated as 112.5 L/s. The floor area was calculated using the largest floor plus 25 percent of each of the two immediately adjoining floors (assuming vertical openings and exterior vertical communications are properly protected). Based on Halton Region Design Criteria, the anticipated domestic flow demand was calculated as 2.56 L/s. This domestic flow demand was calculated using an anticipated population of 201 persons and a per capita demand of 275 L/cap/day.

3.3 Hydrant Coverage

There are two existing fire hydrants located with the development’s proximity. The primary hydrant is located along the west side of Sixth Line near the southeast corner of the property. The other hydrant is located along the north side of Sixteen Mile Drive near the south west corner of the site. These two hydrants will provide adequate building coverage for this development. The proposed Siamese connection for the new building will be located near the main entrance of the building on Sixth Line, approximately 44.0 m from one primary fire hydrant. The location of the proposed Siamese connection will satisfy the Building Code requirement for a hydrant to be located within 45 metres of the connection.




Our findings and conclusions for the water supply are as follows: The calculated fire flow demand due to the proposed development is 112.5 L/s. The calculated domestic flow demand due to the proposed development is 2.56 L/s. Additional confirmation of the fire and domestic branch sizing and fire flow

requirements should be provided by the Mechanical Consultant at the Building Permit stage of approval.

This development can be serviced with a domestic and fire service connections which can be designed and constructed to comply with the applicable water supply criteria and standards of the Town of Oakville and Halton Region.



4.0 Stormwater Management

4.1 Stormwater Management Criteria

The stormwater management criteria for this development is based on the Town of Oakville’s Development Engineering Procedures & and Guidelines and is in compliance with the findings and recommendations established by the Stormwater Management Report and Design Brief for Stormwater Management Pond 22 for Timsin Phase 1 of the Woodlands Trails Community by JRSA Water Resources and Environmental Consultants. The following stormwater management criteria and objectives are being achieved the existing stormwater management facility. 4.1.1 Water Quantity

Post-development peak runoff flows for 2-year to 100-year storm events are being controlled to levels established under the Stormwater Management Report and Design Brief for Stormwater Management Pond for Timsin Phase 1 of the Woodland Trails Community. 4.1.2 Water Quality

Stormwater are being treated to an enhanced level of protection corresponding to a long-term average removal of 80% of the total suspended solids (TSS) on an annual loading basis. TSS removal efficiency is based on 100% of the runoff leaving the site from all storm events that occurs in an average year. 4.1.3 Erosion and Sediment Control

On-Site erosion and sediment control BMPs are designed, constructed and maintained in accordance with the Town of Oakville’s Erosion and Sediment Controls, Permit Procedures and Guidelines, August 2012.


Based on survey by David B. Searles Surveying Ltd. and As-Constructed plan and profile of Sixteen Mile Drive by David Schaeffer Engineering Ltd., the Municipal Storm Sewer infrastructure in the vicinity of the site includes: A 750 mm Concrete Storm Sewer lateral to the site’s property line; which flows into, A 900 mm Concrete Storm Sewer flowing west along Sixteen Mile Drive; and into, A 1,050 mm Concrete Storm Sewer flowing south along Janice Drive; and into, A 1,350 mm Concrete Storm Sewer flowing south and into SWM Pond 22.



As per the Storm Management Report for Timsin Phase 1 of the Woodland Trails, findings and allowances for the Sixteen Mile Drive storm sewer is as follows: Intakes at the intersection of Sixteen Mile Drive and Sixth Line were designed and

sized to take the runoff from the 100-year storm. The storm sewer was designed to take on a drainage area of 1.57 ha (1.21 + 0.30 +

0.03 +0.03) with a runoff coefficient of 0.69 at the existing sanitary lateral. The anticipated storm runoff on this storm sewer is 577 L/s. The storm sewer catch basins along the east side of the existing Woodland Trails are

designed to take an area of 0.36 ha (0.15 + 0.14 + 0.07) with a runoff coefficient of 0.69 draining from the site and from two (2) lots north of this site.

For an illustration of the design drainage area and storm sewer design sheets from the Storm Management Report for Timsin Phase 1 of the Woodland Trails refer to appendix D. For a pre-development drainage plan as it relates to this project refer to Figure 2.


An on-site stormwater analysis has been undertaken to determine the anticipated peak runoff flows from the proposed development. The analysis included the review of available and allocated capacities in the municipal storm sewer system as noted in the Storm Management Report for Timsin Phase 1 of the Woodland Trails. The post-development peak stormwater runoff was calculated based on procedures established by the Town of Oakville’s Development Engineering Procedures & and Guidelines. The storm service will consist of a 300 mm diameter service at a 2.0% slope. Refer to drawing S1 and the sections below for complete details. Based on the proposed land coverage under proposed conditions the anticipated total peak runoff to the Sixteen Mile Drive will be 283.77 L/s and 498.90 L/s for the 5-Year and 100-Year storm events respectively. Refer to Figure 3 for an illustration of the proposed land coverage.



4.3.1 Proposed Storm Water Quantity Controls

The existing storm sewer along Sixteen Line Drive has been sized to accommodate the 100-year storm runoff. The calculated stormwater runoff peak of 498.90 L/s is below the design flow of 577 L/s as based on the Stormwater Management Report for Timsin Phase 1 of the Woodlands Trails. Refer to Appendix C for complete Stormwaer Calculations and to Appendix D for supporting documentation.

4.4 Proposed Storm Water Quality

As established on the Stormwater Management Report and Design Brief for Stormwater Management Pond 22 for Timsin Phase 1 of the Woodlands Trails, water quality will be addressed by the existing Pond 22.

4.5 Proposed Erosion Control

Details for erosion and sedimentation control during construction will be subject to the Town of Oakville’s approval prior to issuance of Building Permit. During the site grading and servicing works, there is potential for sediment-laden runoff to be directed toward the adjoining properties and municipal streets. Therefore, prior to any grading activity, sediment control fencing must be installed along the site perimeter. Additional measures will include construction of an entrance “mud-mat’ on the access to be used during construction to minimize mud tracking offsite. Material stockpiles are to be located in appropriate locations. Inlet sediment control devices are to be used on existing catchbasins in municipal right-of-ways that may be affected by the construction of this site. The sequencing of the implementation of the above and additional Erosion and Sediment Control measures is summarized in the following Table 2.



Table 2 Erosion and Sediment Control Sequencing


Our findings and conclusions for stormwater management are as follows: 100-Year post-development stormwater funoff has been calculated as 498.90 L/s

which is below the design capacity of 577 L/s as per the Stormwater Management Report for Timsin Phase 1 of the Woodlands Trails.

Stormwater quality control for this site is not warranted or proposed as the existing storm pond (Pond 22, Design Brief for Stormwater Management Pond 22 for Timsin Phase 1 of the Woodlands Trails) has been designed and build for this purpose.

On-Site water quantity control will not be required as the municipal storm sewer has been sized to accommodate the 100-year storm runoff.

Sediment and Erosion Control measures to be taken during construction have been presented in this report.

This development can be serviced with a sanitary service connection which has been designed and constructed to comply with the applicable storm sewer criteria and standards of the Town of Oakville and Conservation Halton.

Activity Erosion Control Practice

Area Grading

Construct and maintain entrance “mud-mat”. Construct and maintain sediment control fencing around the

downstream perimeter of the site. Locate stockpiles away from sensitive areas.

Servicing and Asphalt Works

Limit open trench lengths to minimize erosion potential of excavated material.

Prevent erosion of material stockpiles. During work stoppages or inclement weather, plug ends of

open sewers to prevent downstream sedimentation. Protect catchbasin inlets with Terrafix 240R non-woven

geotextile.

Maintenance

Remove accumulated sediments when depth exceeds 0.30 m.

Maintain and repair sediment control fencing as required. Maintain and repair catchbasin sediment controls as required.



5.0 Site Access

The site’s main vehicular access will be from Sixteen Mile Road. The proposed site vehicular access to the site will require the removal of existing curb and gutter and construction of a new vehicular entrance. Egress from the site will also be provided through a new exit driveway along Sixth Line.



6.0 Conclusions and Recommendations

Our analysis and recommendations for servicing of the proposed development is summarized as follows:

6.1 Sanitary Servicing

The anticipated peak sanitary peak flow for the proposed development is 2.88 L/s from a population density of 201 persons.

The allocated capacity for the sewer along Sixteen Mile Drive is 4.5 L/s from a total population of 297 persons.

The existing municipal sanitary sewer system has enough capacity to accommodate the sanitary flows from the proposed development.

No adverse impacts to the sanitary sewer system or properties downstream of the development are expected as a direct result of the proposed development.

This development can be serviced with a sanitary service connection which has been designed and constructed to comply with the applicable sanitary sewer criteria and standards of the Town of Oakville and Halton Region.

6.2 Water Servicing

The calculated fire flow demand due to the proposed development is 112.5 L/s. The calculated domestic flow demand due to the proposed development is 2.56 L/s. Additional confirmation of the fire and domestic branch sizing and fire flow

requirements should be provided by the Mechanical Consultant at the Building Permit stage of approval.

This development can be serviced with a domestic and fire service connections which can be designed and constructed to comply with the applicable water supply criteria and standards of the Town of Oakville and Halton Region.

6.3 Stormwater Servicing

100-Year post-development stormwater funoff has been calculated as 498.90 L/s which is below the design capacity of 577 L/s as per the Stormwater Management Report for Timsin Phase 1 of the Woodlands Trails.

Stormwater quality control for this site is not warranted or proposed as the existing storm pond (Pond 22, Design Brief for Stormwater Management Pond 22 for Timsin Phase 1 of the Woodlands Trails) has been designed and build for this purpose.

On-Site water quantity control will not be required as the municipal storm sewer has been sized to accommodate the 100-year storm runoff.

Sediment and Erosion Control measures to be taken during construction have been presented in this report.

Appendix A

Sanitary Servicing Analysis

CALCULATION SHEET

Project: Viva Oakville Prepared by: E. Lopez

Sanitary Servicing Analysis Checked by: V. J. Dibacco

Project No: 300 032542

Date: December 19, 2012

Residential

# of Units PPU Population

Studio = 29 1.0 29

Jr 1 Bed = 21 1.0 21

1 Bed = 83 1.0 83

1Bed + Den = 20 1.0 20

2 Bed = 24 2.0 48

Total = 177 201

Residential Flow Rate = 275 L/cap/day

Q (avg) = 0.64 L/s

14

4+P0.5

M= 4.15

Infiltration Allowance= 0.29 L/s/ha

Qinfiltration= 0.23 L/s

Qproposed total= 2.88 L/s

M= 1+

Appendix A Sanitary Servicing Analysis 1 of 1

Appendix B

Fire & Domestic Flow Calculations

CALCULATION SHEET

Project: Viva Oakville Prepared by:

Fire & Domestic Flow Calculations Checked by:

Project No:

Date:

I. � Fire Flow Calculation

Based on Fire Underwriters Survey

1 F= 220 C (A)1/2

Where F = the required fire flow in Lpm

C = coefficient related to the type of construction

= 0.6 fire resistive construction

A = the area of the largest floor, plus 25% of each of the two immediately adjoining floors

Area Applied

Ground Floor = 2,593.17 m2

100%

2nd Floor = 2,565.22 m2

25%

3rd Floor = 2,565.22 m2

25%

4th Floor = 2,565.22 m2

5th Floor = 2,565.22 m2

6th Floor = 2,565.22 m2

= 3,875.78 sq.m.

F = 8,217.76 L/min

Round to nearest 1000 l/min

F = 9,000 L/min

2 Occupancy Reduction

25% Non:Combustible

F = 6,750 L/min

3 Sprinkler Reduction

30% Reduction for NFPA Sprinkler System

F = 4,725 L/min

4 Separation Charge

10% North Side 20.1m to 30m

5% South Side 30.1m to 45m

5% East Side 30.1m to 45m

10% West Side 20.1m to 30m

30% Total Separation Charge, 2,025 L/min

Fire Flow Required = 112.5 L/s

V. J. Dibacco

E. Lopez

300 032542

December 19, 2012

Appendix B Fire & Domestic Flow Calcs1 of 2

CALCULATION SHEET


Fire & Domestic Flow Calculations Checked by:

Project No:

Date:

V. J. Dibacco

E. Lopez

300 032542

December 19, 2012

II. � Domestic Flow Calculations

Population = 201

Average Day Demand = 275 L/cap/day

= 0.64 L/s

Max. Daily Demand Peaking Factor = 2.25

Max. Daily Demand = 1.44 L/s

or

Max. Hourly Demand Peaking Factor = 4.0

Max. Hourly Demand = 2.56 L/s

Domestic Flow Demand = 2.56 L/s

Appendix B Fire & Domestic Flow Calcs2 of 2

Appendix C

Stormwater Calculations

CALCULATION SHEET


Stormwater Calculations Checked by:

Project No:

Date:

Runoff Equation Q = 2.78CIA (L/s) A

where, C = runoff coefficient (Tc +B)c

I = rainfall intensity (mm/hr) I= Rainfall Intensity (mm/hr)

A = area (ha) T= Time of concentration (min)

2.78= conversion factor

A B C T I

725 4.80 0.808 10.0 min 82.18 mm/hr

1170 5.80 0.843 10.0 min 114.21 mm/hr

1400 5.80 0.848 10.0 min 134.79 mm/hr

1680 5.60 0.851 10.0 min 162.17 mm/hr

1960 5.80 0.861 10.0 min 182.06 mm/hr

2150 5.70 0.861 10.0 min 200.80 mm/hr

Existing Conditions

Drainage Areas

Sub!Basin STM Lateral STM MH1 Timsin P1

A1 0.69 0.609 3

A2 0.69 0.601 3

A3 0.69 0.300 3 3

A4 0.64 0.030 3 3

A5 0.64 0.030 3 3

A6 0.69 0.165

A7 0.69 0.195

1.930

53Year 1003Year

Q (16th Mile Dr) = 344.03 L/s 526.83 L/s

Proposed Conditions

Drainage Areas

C Area (ha) Combined C

0.69 0.601 0.69

0.69 0.195 0.69

0.69 0.330 0.69

0.90 0.259

0.90 0.192

0.30 0.243

0.30 0.110 0.30

1.930

53Year 1003Year

Q (16th Mile Dr) = 283.77 L/s 498.90 L/s

1.210

1.570

0.360

Areas (ha)Area No. C

E. Lopez

V. J. Dibacco

300 032542

December 19, 2012

Return

Period

5 year

2 year

10 year

25 year

50 year

100 year

I =

0.110

0.694

Total

Surface Type

Building Coverage

Paved Areas

Landscaped Area 1

Landscaped Area 2

Combined Area (m2)

0.69

Lots Upstream 0.601

Offiste (16th Mile Rd)

Total

Offiste (to Timsin P1) 0.195

0.330

Appendix C Allowable Storm Release1 of 1

Appendix D

Supporting Documentation

DAVID SCHAEFFER ENGINEERING LTD. SHEET No.: 1 OF 2

600 ALDEN ROAD, SUITE 500 Single Family: 55 pph LOCATION:

MARKHAM, ONTARIO Semi-detached: 100 pph

L3R 0E7 Townhouse: 135 pph PROJECT No.:

TEL: (905) 475-3080 Commercial: 90 pph DATE:

FAX: (905) 475-3081 School 40 pph REVISED BY:

n (PVC): 0.010 CHECKED BY:

n (Conc): 0.013 Infil.Flow (INF): 0.286 L/s/ha

AVG. AVG. MAX

LENGTH m3/s m

3/s PEAKING MAX INF. FLOW Q REMARKS

FROM TO (m) SINGLE F. SEMI. TOWNHOUSE COMMERC SCHOOL INFILT SINGLE F. SEMI. TOWNHOUSE COMMERC SCHOOL INC. TOTAL FACTOR m3/s m

3/s EXP. m

3/s FULL ACT. TYPE CLASS

FUTURE STREET

FUT 101A FUT 103A 52.00 0.60 0.60 33 33 0.0001 0.0001 4.35 0.0005 0.0002 0.0006 150 1.00 0.020 1.12 0.48 PVC SDR-35

To THISTLEWOOD GATE , Pipe FUT 103A - Plug(1A) 0.60 33

102A FUT 103A 38.00 0.42 0.42 24 24 0.0001 0.0001 4.37 0.0003 0.0001 0.0005 150 1.00 0.020 1.12 0.39 PVC SDR-35

To THISTLEWOOD GATE , Pipe FUT 103A - Plug(1A) 0.42 24

THISTLEWOOD GATE

Contribution From FUTURE STREET, Pipe 101A - 103A 0.60 33

Contribution From FUTURE STREET, Pipe 102A - 103A 0.42 24

FUT 103A Plug (1A) 37.00 1.02 57 0.0000 0.0002 4.30 0.0008 0.0003 0.0011 200 0.50 0.030 0.96 0.45 PVC SDR-35

Plug (1A) 2A 36.00 0.14 1.16 8 65 0.0000 0.0002 4.29 0.0009 0.0003 0.0012 200 0.50 0.030 0.96 0.45 PVC SDR-35

To LARRY CRESCENT , Pipe 2A - 3A 1.16 65

LARRY CRESCENT

Contribution From THISTLEWOOD GATE, Pipe 1A - 2A 1.16 65

2A 3A 29.44 0.15 1.31 9 74 0.0000 0.0002 4.28 0.0010 0.0004 0.0014 200 1.05 0.044 1.39 0.59 PVC SDR-35

3A 4A 9.55 0.09 1.40 5 79 0.0000 0.0003 4.27 0.0011 0.0004 0.0015 200 0.84 0.039 1.24 0.58 PVC SDR-35

4A 5A 141.53 1.07 2.47 59 138 0.0002 0.0004 4.20 0.0018 0.0007 0.0026 200 0.54 0.031 1.00 0.59 PVC SDR-35

5A 7A 147.69 1.04 3.51 58 196 0.0002 0.0006 4.15 0.0026 0.0010 0.0036 200 0.45 0.029 0.91 0.63 PVC SDR-35

To ISAAC AVENUE , Pipe 7A - 8A 3.51 196

11A 120A 71.48 0.67 0.67 37 37 0.0001 0.0001 4.34 0.0005 0.0002 0.0007 200 0.76 0.037 1.18 0.41 PVC SDR-35

120A 12A 70.53 0.50 1.17 28 65 0.0001 0.0002 4.29 0.0009 0.0003 0.0012 200 2.34 0.065 2.08 0.72 PVC SDR-35

12A 14A 149.27 1.05 2.22 58 123 0.0002 0.0004 4.22 0.0017 0.0006 0.0023 200 0.60 0.033 1.05 0.60 PVC SDR-35

To JANICE DRIVE , Pipe 14A - 15A 2.22 123

SIXTEEN MILE DRIVE

0.58 0.58 79 79

From External 13A 14A 71.94 1.61 2.19 218 297 0.0007 0.0009 4.08 0.0039 0.0006 0.0045 200 0.57 0.032 1.02 0.72 PVC SDR-35

To JANICE DRIVE , Pipe 14A - 15A 2.19 297

ISAAC AVENUE

Contribution From LARRY CRESCENT, Pipe 5A - 7A 3.51 196

From External 0.30 0.31 4.12 30 42 268

7A 8A 148.68 0.55 0.58 5.25 55 79 402 0.0004 0.0013 4.02 0.0051 0.0015 0.0066 200 0.36 0.026 0.81 0.68 PVC SDR-35

From External 0.19 5.44 19 421

8A 9A 70.32 0.49 5.93 49 470 0.0002 0.0015 3.99 0.0060 0.0017 0.0077 200 0.33 0.024 0.78 0.68 PVC SDR-35

To KAITTING TRAIL , Pipe 9A - 10A 5.93 470

AS-CONSTRUCTED

PIPE

A.S.

THE REGIONAL MUNICIPALITY OF HALTON

STREET

SEWER

VEL (m/s)INCREMENT

MANHOLEINCREMENT

POPULATION TRIBUTARY

TOTAL

SANITARY SEWER DESIGNTimsin Phase 1

07-306

SEPTEMBER 2012

TRIBUTARY AREA HECTARE

SIZE SLOPE

T.M.

TOTAL

TIMSIN PHASE 1

AB_306_san3.xls

elopez

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(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)

ST

RE

ET

FR

OM

MA

NH

OL

E

TO

M

AN

HO

LE

AR

EA

"

A"

(ha)

ST

OR

M C

O-

EF

FIC

IEN

T "

C"

SE

CT

ION

A

xC

AC

CU

MU

LA

TE

D

AxC

5 Y

R R

AT

ION

AL

INT

EN

SIT

Y "

I"

(mm

/hr)

F

LO

W Q

(L

/s)

LE

NG

TH

(m

)

SL

OP

E (

%)

DIA

ME

TE

R (

mm

)

FU

LL

F

LO

W

CA

PA

CIT

Y

(L/s

)

FU

LL

F

LO

W

VE

LO

CIT

Y

(m/s

)

TIM

E O

F F

LO

W

IN P

IPE

(m

in)

TIM

E O

F

CO

NC

EN

TR

AT

IO

N (m

in)

FA

LL

IN

P

IPE

SE

CT

ION

(m

)

MA

NH

OL

E IN

LE

T

INV

ER

T (m

)

MA

NH

OL

E

LO

SS

ES

(

m)

MA

NH

OL

E

OU

TL

ET

IN

VE

RT

(m)

0.15 0.69 0.10 0.10 10.00

From External 9 10 1.15 0.64 0.74 0.84 114.21 266 98.85 0.23 675 403 1.13 1.46 11.46

0.14 0.69 0.10 0.94

From External 10 11 0.80 0.64 0.51 1.45 106.00 426 99.10 0.23 750 534 1.21 1.37 12.83

0.07 0.69 0.05 1.50

From External 11 13 0.49 0.64 0.31 1.81 99.41 500 81.63 0.32 825 812 1.52 0.90 13.72

1.81 13.72

Q100-Q5 = 270

0.03 0.69 0.02 0.02

0.03 0.64 0.02 0.04

1.21 0.69 0.83 0.87 12.20

12 13 0.30 0.69 0.21 1.08 102.33 577 61.85 0.16 900 724 1.14 0.91 13.11

1.08 270 13.11

10.00

14 15 0.15 0.69 0.10 0.10 114.21 33 40.86 0.76 450 249 1.56 0.44 10.44

0.10 10.44

1.81 13.72

1.08 270 13.11

0.06 0.64 0.04 2.93

13 15 0.16 0.69 0.11 3.04 95.55 1077 41.08 0.32 1050 1545 1.78 0.38 14.11

0.10 10.44

0.01 0.69 0.01 3.15

0.20 0.69 0.14 3.29

0.22 0.69 0.15 3.44

15 16 0.56 0.64 0.36 3.80 93.99 1262 142.34 0.15 1350 2067 1.44 1.64 15.75

NOTES: PROJECT:

Q = 2.78ACI L/s Minimum 10 min time of concentration.

C = Runoff Co-efficient: Park 0.25 PROJECT NO: 07-306 DESIGNED BY: K.M.

I = Intensity (mm/hr) Single & Semi-detached 0.50 CHECKED BY: Z.L.

A = Area (hectares) Multiple, Institutional, CONSULTANT: DAVID SCHAEFFER DATE:

n = 0.013 Industrial 0.75 & Commercial ENGINEERING LTD.

0.90 or Detailed Design SHEET 2 OF 4

To JANICE DRIVE, Pipe 13 - 15

SEWER DESIGN

TOWN OF OAKVILLE

September, 2011

LOCATION CONTRIBUTING AREA FLOW

Contribution From LANE 139, Pipe 14 - 15

LANE 139


JANICE DRIVE

Contribution From LARRY CRESCENT, Pipe 11 - 13

STORM SEWER DESIGN

TIMSIN PHASE 1


SIXTEEN MILE DRIVE

LARRY CRESCENT

Contribution From SIXTEEN MILE DRIVE, Pipe 12 - 13

AB_306_stm3.xls - STM_STD

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Functional Servicing and Stormwater Management ... - Oakville planning/da-131603-FSR.pdf · December 2012 R.J. Burnside & Associates Limited 300032542 032542 FSR 1.0 Introduction

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