Spruce Avenue Residential Development
Transcript of 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
Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018 Page 2 of 9
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
Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018 Page 3 of 9
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.
Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018 Page 4 of 9
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.
Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018 Page 5 of 9
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)
Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018 Page 6 of 9
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.
Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018 Page 7 of 9
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
Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018 Page 8 of 9
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
1
1
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Ele
vation (
m)
Sym
bol
Description
Well
Data
Type
Num
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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
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:
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
1
1
2
2
3
3
4
4
5
5
6
6
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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
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]
2
SM 178050-G
Proposed Residential Development
4417 Spruce Avenue, Burlington
Labreche Patterson & Associates Inc.
Matt LiVecchi, P.Eng.
See Drawing No. 1
100.49100.29
97.70
97.44
Ground Surface
Pavement StructureApproximately 100 millimetres of asphaltic concrete over 100 millimetres of compact granular base.
Silty Sand FillBrown to greyish brown, trace gravel and clay, occasional construction debris and shale fragments, 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 equipment on January 22, 2018 to termination at a depth of 3.0 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.
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
1
1
2
2
3
3
4
4
5
5
6
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28
29
30
31
32
33
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
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]
3
SM 178050-G
Proposed Residential Development
4417 Spruce Avenue, Burlington
Labreche Patterson & Associates Inc.
Matt LiVecchi, P.Eng.
See Drawing No. 1
99.84
99.54
97.70
94.05
Ground Surface
Pavement StructureApproximately 100 millimetres of asphaltic concrete over 200 millimetres of compact granular base.
Silty Clay/Clayey SiltBrown to reddish brown, trace gravel, reworked appearance in upper levels, stiff to very stiff.
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 5.8 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:
Spruce Avenue Residential Development FSR & Stormwater Management March 23, 2018 Page 9 of 9
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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