Spruce Avenue Residential Development

FUNCTIONAL SERVICING AND

STORMWATER MANAGEMENT (SWM) REPORT

For

Spruce Avenue Residential Development 4417 Spruce Avenue, Burlington, Ontario

Prepared for:

Zeeshan Jafri

Prepared by:

LANHACK CONSULTANTS INC.

1425 Cormorant Road, Suite 302

Ancaster, ON L9G 4V5

Project No. 18088

March 23, 2018

Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018

Table of Contents

1.0 INTRODUCTION ............................................................................................................................ 1

1.1 Overview ..................................................................................................................................... 1

1.2 Background Information ........................................................................................................ 1

1.3 Geotechnical Investigation .................................................................................................... 2

2.0 STORMWATER MANAGEMENT BRIEF/ANALYSIS ............................................................. 3

2.1 Stormwater Quantity Control ................................................................................................ 3

3.0 Wastewater Assessment ............................................................................................................ 4

3.1 Existing Sanitary Drainage System ..................................................................................... 4

3.2 Sanitary Demands .................................................................................................................... 4

4.0 Proposed Water Assessment ................................................................................................... 5

4.1 Existing Water Distribution System .................................................................................... 5

4.2 Domestic/Fire Water Demands ............................................................................................. 5

APPENDIX A: Fire Flow Requirements Calculations ...................................................................... 7

APPENDIX B: Geotechnical Investigation ......................................................................................... 8

APPENDIX C: Engineering Drawings.................................................................................................. 9

Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018 Page 1 of 9

Page 1 of 13

1.0 INTRODUCTION

1.1 Overview

Lanhack Consultants Inc. has been retained by Zeeshan Jafri to prepare a Functional Servicing Report for a zoning by-law amendment application for the proposed re-development at 4417 Spruce Avenue. The re-development will consist of five (5) residential building lots which one (1) existing dwelling will be demolished and a new dwelling constructed on Lot #5. See Plans in Appendix C for more detail. Lanhack Consultants Inc. will be assessing the grading, servicing, water/wastewater and storm water management requirements. The property is approximately 0.3115 hectares, located north of Spruce Avenue and west of Tuck Street. Refer to Figure 1 for the Location Map. The site is surplus lands from an institutional use consisting of a single family dwelling and a

parking lot for a church. See Impervious Plan in Appendix C for existing and proposed

imperviousness areas.

There is an existing 900mm diameter storm sewer west of the property in a municipal easement

which will be used as the storm connection point for the proposed development. There is an

existing 200mm diameter sanitary sewer along Tuck Drive which will also be used as the sanitary

connection point for the proposed development. There is also an existing 150mm diameter

watermain on Tuck Drive that services the subject lands.

This report will also provide preliminary design drawings, prepared by Lanhack Consultants Inc., in support of the amendment applications. See Appendix C for drawings.

1.2 Background Information

The following documents were referenced in the preparation of this report:

Ref. 1: Water and Wastewater Linear Design Manual by Halton Region (July 2017 – V.3.01)

Ref. 2: Ministry of the Environment and Climate Change (MOECC) - Stormwater Management

Practices Planning and Design Manual (Ministry of Environment, March 2003)

Ref 3: Ontario Building Code (2012)

Ref 4: Fire Underwriters Survey (FUS), 1999 – Water Supply for Public Fire Protection


1.3 Geotechnical Investigation

A Geotechnical Report has been completed by Soil-Mat Engineers & Consultants Ltd. Please

refer to the report, dated February 21, 2018 (Project File No. SM 178050-G). See Appendix B.

Figure 1: Location plan of 4417 Spruce Avenue


2.0 STORMWATER MANAGEMENT BRIEF/ANALYSIS

2.1 Stormwater Quantity Control

The total imperviousness of the site, from existing conditions to proposed conditions, could

increase by 3.0%. The proposed increase in imperviousness was determined by assuming the

maximum allowable buildout of the lots. It should be noted that the change in land use effectively

reduces the maximum permissible impervious coverage on site. The increase in impervious

coverage of the property of 3% is considered to be very minor and would not significantly increase

total surface runoff from the site. See the Imperviousness Plan in Appendix C for existing and

proposed imperviousness areas.

Currently, the site drainage is not captured and drains uncontrolled off-site towards Tuck Drive.

Currently, approximately 59.0% of the site drains easterly towards Tuck Drive. Tuck Drive does

not have a storm sewer system to capture any minor or major storms from the site. The storm

drainage is directed to existing catchbasins at the intersection of Spruce Avenue and Tuck Drive.

The proposed development will minimize the drainage towards Tuck Drive. Approximately 40.0%

will drain towards Tuck Drive and 60.0% will be directed to the existing 900mm diameter storm

sewer on the west side of the development, which connects to the main system at Spruce Avenue.

Sump pumps in each building will be directed and discharged to the rear lots. The stormwater will

be captured by two (2) proposed catchbasins directly connected to the existing 900mm diameter

storm sewer. See the Drainage Area Plan and Servicing Plan in Appendix C for more detail.

Therefore, no on-site stormwater quantity control measures will be proposed for the development

due to the following:

The imperviousness coverage increase will not significantly increase surface runoff

The drainage areas have been significantly controlled through the collection of two (2)

proposed on-site catchbasins

As per the geotechnical report, the soils are not well suited for infiltration techniques.

2.2 Stormwater Quality Control

Quality control is not proposed since there are only five (5) residential driveways which slope

towards Tuck Drive.

We trust the information enclosed herein is satisfactory. Should you have any questions please

do not hesitate to contact our office.

Respectfully submitted,

Lanhack Consultants Inc.

Tu Vu, B. Eng., E.I.T. John Lamarre, P.Eng.

Lanhack Consultants Inc. Lamarre Consulting Group Inc.


3.0 Wastewater Assessment

The proposed residential development will consist of a total five (5) single-family dwellings of

which only four (4) additional dwellings are actually being created. The equivalent population

density (persons/hectare) and unit sewage flow will be based on Table 3-1 in the Halton Water

Wastewater Linear Design Manual (July 2017).

3.1 Existing Sanitary Drainage System

There is an existing 200mm diameter sanitary sewer along the east side of the development on

Tuck Drive.

3.2 Sanitary Demands

The anticipated sanitary discharge from the proposed development was estimated using Table 3-

1 in the Halton Water Wastewater Linear Design Manual (July 2017). The sanitary discharge flow

from the subject site is summarized in Table 3.1.

Table 3.1: Sanitary Discharge Flow Rate

Type of Development

Development Area

(hectares)

Equivalent Population Density (persons/hectare)(1)

Equivalent Population

Unit Sewage Flow

(L/capita/day) (1)

Average Flow(2) (L/s)

Single Family

0.3115

55.0 18.0 275.0 0.25

(1) Based on Table 3-1 in the Halton Water Wastewater Linear Design Manual

(2) Average flow obtained using peak factor of 4.40 based on Harmon Formula (Halton Standards)

Therefore, the estimated peak(2) sanitary discharge flow is 0.25 L/s.

3.3 Proposed Servicing Plan and Capacity Analysis

As calculated in Table 3.1, the total anticipated peak sanitary sewer discharge from the proposed

development is 0.25 L/s. The proposed development will be serviced from the existing 200mm

diameter sanitary service along Tuck Drive. It is expected that the receiving system has the

capacity for the estimated sanitary discharge rate.


4.0 Proposed Water Assessment

The proposed residential development will consist of a total five (5) single-family dwellings of

which only four (4) additional dwellings are actually being created. The equivalent population

density (persons/hectare) and unit sewage flow will be based on Table 2-1 in the Halton Water

Wastewater Linear Design Manual (July 2017).

4.1 Existing Water Distribution System

The existing municipal water distribution system consists of a 150mm diameter watermain within

the Tuck Drive right-of-way. An existing municipal hydrant is located at the east side of the

development on Tuck Drive. See Servicing Plan in Appendix C for hydrant locations.

4.2 Domestic/Fire Water Demands

The expected domestic water demand for the proposed development was estimated based on

Table 2-1 in the Halton Water Wastewater Linear Design Manual (July 2017). Anticipated water

supply demands are summarized in Table 4.1.

Water supply calculations for fire protection were determined using the method outlined in the

Fire Underwriters Survey (FUS). Appendix A goes through the analysis as per the guidelines.

The required fire flow is to be 4,000 L/min.

Table 4.1: Estimated Domestic Water Supply Demands

Equivalent Population(1)

Average Daily Demand

(L/capita/day)(2)

Maximum Day (3) Demand (L/s)

Peak Hour (4) Demand

(L/s)

Fire Flow (5) (L/s)

Max. Day + Fire Flow (L/s)

18.0 275 0.16 0.23 66.67 66.83

(1) Based on Table 2-1 in Halton Water Wastewater Linear Design Manual (55 persons/hectare)

(2) Based on Table 2-1 in Halton Water Wastewater Linear Design Manual (275 L/capita/day)

(3) Based on Section 2.4 in Halton Water Wastewater Linear Design Manual (Peak Factor = 2.75)

(4) Based on Section 2.4 in Halton Water Wastewater Linear Design Manual (Peak Factor = 4.00)

(5) Fire Flow of 4,000 L/min calculation based on Note J of Fire Underwriter’s Survey (FUS)


4.3 Proposed Water Servicing Plan and Analysis

Water servicing for the site will be serviced along Tuck Drive. A 25mm diameter domestic service

will be teed off the existing 150mm watermain along Tuck Drive. The domestic services will be

installed with backflow preventers and a water meter. Refer to the Servicing Plan in Appendix C

for further details.

Available fire flows and heads for the existing fire hydrants are to be reviewed and confirmed by

the City of Burlington. Minimum residual pressure must exceed 140 kPa (20 psi) and operating

pressure must exceed 280 kPa (40 psi). Once the available fire flows and pressures are

confirmed, we trust that this information is satisfactory.

5.0 Conclusion (Domestic/Fire and Sanitary)

Based on the information provided herein, we conclude that the maximum water supply flow and

the sanitary discharge for the five (5) proposed lots at 4417 Spruce Avenue meet the design

requirements of the City of Burlington, Halton Region, and the Ministry of Environment and

Climate Change (MOECC). Therefore, it is recommended that:

Sanitary Drainage System

The sanitary discharge for the subject site will drain to the existing 200mm diameter

sanitary sewer along Tuck Drive. The anticipated peak discharge will be 0.25 L/s,

which is expected to be sufficient for the receiving system.

Water Supply System

The water supply for the subject site will be from the existing 150mm diameter

watermain along Tuck Drive. The anticipated maximum daily water consumption rate

for the development will be 0.16 L/s.

A minimum fire suppression flow of approximately 4,000 L/min (66.67 L/s) will be

required as per the guidelines of the Fire Underwriters Survey (FUS).

We trust the information enclosed herein is satisfactory. Should you have any questions please

do not hesitate to contact our office.

Respectfully submitted,

03/23/18

Tu Vu, B.Eng., E.I.T. Dave Hacking, P.Eng

Lanhack Consultants Inc. Lanhack Consultants Inc.


APPENDIX A: Fire Flow Requirements Calculations

The following calculations are for the proposed development at 4417 Spruce Avenue, Burlington, Ontario.

The Fire Underwriters Survey (FUS) requires that a minimum water supply source ‘F’ be provided at a

minimum pressure of 140 kPa (20 psi). The minimum flow ‘F’ can be calculated as:

𝐹 = 220𝐶√𝐴

C = coefficient related to construction = 1.0 (ordinary construction; brick, combustible floor and interior)

A = total floor area = See below

Determining ‘A’ – Floor Area for Fire Flow:

Referring to Note J in the Fire Underwriters Survey (FUS):

Dwellings: For groupings of detached one family and small two family dwellings not exceeding 2 stories in

height, the following short method may be used.

Exposure Distances Suggested Required Fire Flow (Masonry or Brick)

Less than 3.0m 6,000 L/min

3.0 to 10.0m 4,000 L/min

10.1 to 30.0m 3,000 L/min

Over 30.0m 2,000 L/min

From the Site Plan, the dwellings are between 3.0 to 10.0m apart, therefore the Fire Flow requirement

for the proposed development is:

F = 4,000 L/min = 66.67 L/s


APPENDIX B: Geotechnical Investigation

Prepared by Soil-Mat Engineers & Consultants Ltd.

Drawing No. 1

Drawn: AR Checked: ML

Date: January 2018

Project No. SM 178050-G

SM 178050-G Borehole Location Plan

Borehole Location Plan

Geotechnical Investigation Proposed Residential Development

4417 Spruce Avenue Burlington, Ontario

SOIL-MAT

ENGINEERS & CONSULTANTS LTD.

1. This drawing should be read in conjunction with Soil-Mat Engineers & Consultants Ltd. Report No. SM 178050-G.

2. Borehole locations are approximate.

NOTES

LEGEND

Borehole LocationBH#

TBM

Temporary Benchmark

[Top of Catch Basin, assumed elevation of 100.00 metres]

TBM

BH#3

BH#2

BH#1

Spruce Avenue

MW#1

MW#3

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:

UTM Coordinates - N:

E:

Drill Method:

Drill Date:

Hole Size:

Drilling Contractor:

Datum:

Field Logged by:

Checked by:

Sheet: 1 of 1

Depth

0 0ft m

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m)

Sym

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Description

Well

Data

Type

Num

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Blo

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ounts

Blo

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40

Standard Penetration Test blows/300mm

20 40 60 80

SAMPLE

Soil-Mat Engineers & Consultants Ltd.130 Lancing Drive, Hamilton, ON L8W 3A1T: 905.318.7440 F: 905.318.7455 E: [email protected]

1

SM 178050-G

Proposed Residential Development

4417 Spruce Avenue, Burlington

Labreche Patterson & Associates Inc.

Matt LiVecchi, P.Eng.

See Drawing No. 1

100.53

100.13

99.20

98.00

95.50

Ground Surface

Pavement StructureApproximately 100 millimetres of asphaltic concrete over 300 millimetres of compact granular base.

Silty Clay/QueenstonShale Fill

Brownish red to red, trace gravel, firm to stiff.

Silty Sand FillBrown to greyish brown, trace gravel and clay, occasional construction debris, loose to compact.

Queenston ShaleRed, highly weathered in upper levels, becoming more sound with depth, hard.

End of Borehole

TW

TW

TW

1

2

3

Direct Push/S.S. Augers

January 22, 2018

100 millimetres

Profile Drilling

Temporary Benchmark

A.R.

M.L.

NOTES:

1. Borehole was advanced using direct push and solid stem auger equipment on January 22, 2018 to termination at a depth of 5.0 metres.

2. Borehole was recorded as open and 'dry' upon completion and backfilled as per Ontario Regulation 903.

3. Soil samples will be discarded after 3 months unless otherwise directed by our client.

4. A monitoring well was installed. The following free groundwater level readings have been measured:

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 1

Depth

0 0ft m

1

1

2

2

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3

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Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Blo

w C

ounts

Blo

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


2

SM 178050-G





See Drawing No. 1

100.49100.29

97.70

97.44

Ground Surface


Silty Sand FillBrown to greyish brown, trace gravel and clay, occasional construction debris and shale fragments, loose to compact.


End of Borehole

TW

TW

TW

1

2

3


January 22, 2018

100 millimetres

Profile Drilling

Temporary Benchmark

A.R.

M.L.

NOTES:

1. Borehole was advanced using direct push equipment on January 22, 2018 to termination at a depth of 3.0 metres.



Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 1

Depth

0 0ft m

1

1

2

2

3

3

4

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5

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Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Blo

w C

ounts

Blo

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


3

SM 178050-G





See Drawing No. 1

99.84

99.54

97.70

94.05

Ground Surface


Silty Clay/Clayey SiltBrown to reddish brown, trace gravel, reworked appearance in upper levels, stiff to very stiff.


End of Borehole

TW

TW

TW

1

2

3


January 22, 2018

100 millimetres

Profile Drilling

Temporary Benchmark

A.R.

M.L.

NOTES:

1. Borehole was advanced using direct push and solid stem auger equipment on January 22, 2018 to termination at a depth of 5.8 metres.



4. A monitoring well was installed. The following free groundwater level readings have been measured:


APPENDIX C: Engineering Drawings

Grading Plan prepared by Lanhack Consultants Inc.

Servicing Plan prepared by Lanhack Consultants Inc.

Imperviousness Area Plans prepared by Lanhack Consultants Inc.

Storm Drainage Area Plans prepared by Lanhack Consultants Inc.

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Spruce Avenue Residential Development

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