Gaslight District:
Proposed Southworks MixedUse Development
64 Grand Avenue South,
Cambridge, Ontario,
Functional Servicing Report
Prepared for:
HIP Developments Inc.
700 Rupert Street
Waterloo, ON N2V 2B5
Prepared by:
Stantec Consulting Ltd.
100-300 Hagey Boulevard
Waterloo, ON N2L 0A4
161413366
Revised: April 21, 2017
Revision
1
2
Description
final
Updates to
sections
2.1.1, 3.2.1,
3.2.3, 4.2
Author
Dan Santos
Dan Santos
Quality Check
Carrie Curtis
Carrie Curtis
Independent Review
Matt Ninomiya
Sign-off Sheet
This document entitled Gaslight District: Proposed Southworks Mixed-Use Development 64 Grand
Avenue South, Cambridge, Ontario, Functional Servicing Report was prepared by Stantec
Consulting Ltd. (“Stantec”) for the account of HIP Developments Inc. (the “Client”). Any reliance on
this document by any third party is strictly prohibited. The material in it reflects Stantec’s professional
judgment in light of the scope, schedule and other limitations stated in the document and in the
contract between Stantec and the Client. The opinions in the document are based on conditions
and information existing at the time the document was published and do not take into account any
subsequent changes. In preparing the document, Stantec did not verify information supplied to it by
others. Any use which a third party makes of this document is the responsibility of such third party.
Such third party agrees that Stantec shall not be responsible for costs or damages of any kind, if any,
suffered by it or any other third party as a result of decisions made or actions taken based on this
document.
Prepared by
(signature)
Dan Santos, C.Tech.
Project Coordinator, Community Development
Reviewed by
(signature)
Carrie Curtis, P.Eng.
Reurbanization Team Lead, Community Development
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
April 21, 2017
Table of Contents
1.0
INTRODUCTION ...........................................................................................................1.1
2.0
2.1
EXISTING CONDITIONS ...............................................................................................2.1
EXISTING SERVICING ...................................................................................................... 2.1
2.1.1
Water ............................................................................................................. 2.1
2.1.2
Sanitary ......................................................................................................... 2.1
2.1.3
Storm.............................................................................................................. 2.1
2.1.4
Floodplain and Source Water Protection ................................................ 2.2
3.0
3.1
3.2
PROPOSED GRADING AND SERVICING .....................................................................3.1
PROPOSED GRADING ................................................................................................... 3.1
PROPOSED SERVICING .................................................................................................. 3.1
3.2.1
Water ............................................................................................................. 3.1
3.2.2
Sanitary ......................................................................................................... 3.3
3.2.3
Storm.............................................................................................................. 3.3
3.2.4
Floodplain ..................................................................................................... 3.4
4.0
4.1
4.2
4.3
4.4
CONCEPTUAL STORMWATER MANAGEMENT DESIGN ...............................................4.1
STORMWATER MANAGEMENT CRITERIA ...................................................................... 4.1
WATER QUANTITY CONTROL ......................................................................................... 4.1
WATER QUALITY CONTROL ........................................................................................... 4.1
EROSION AND SEDIMENT CONTROL ............................................................................ 4.2
5.0
CONCLUSIONS ............................................................................................................5.1
LIST OF FIGURES
Figure 1:
Figure 2:
Figure 3:
Figure 4:
Site Location Plan ..................................................................................................... 1.2
Floodplain Mapping ................................................................................................. 2.3
Source Water Protection Areas .............................................................................. 2.4
Conceptual Servicing .............................................................................................. 3.2
LIST OF APPENDICES
APPENDIX A - Fire Flow Calculations
APPENDIX B - Sanitary Flow Calculations
APPENDIX C - Stormceptor Calculations
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
Introduction
April 21, 2017
1.0
INTRODUCTION
Stantec Consulting Ltd. was retained by HIP Developments Inc. to complete a Functional
Servicing Report in support of the Zoning By-Law/Official Plan Amendment for new high rise
residential and commercial developments to be constructed at 64 Grand Avenue South in
Cambridge, Ontario (further referred to as ‘the Site’).
The site is located to the northwest of the intersection of Grand Avenue South and Fraser Street.
The site is bounded to the north by the Dunfield Theatre Cambridge, to the east by Grand
Avenue South, to the South by Fraser Street, and to the west by Glebe Street. For the exact
location of the Site refer to Figure 1.
The proposed development for the Site is the construction of two residential buildings with
amenity spaces and alteration of two of the existing commercial buildings. The development is
planned to include commercial, retail buildings, and apartment units in two 20 storey buildings
where the first 5 storeys would contain an integrated parking structure.
The purpose of this report is to identify the opportunities and any constrains for the subject site in
respect to servicing, grading, and stormwater management in support of the Zoning ByLaw/Official Plan Amendment application. Pending the approval of the Zoning By-Law/Official
Plan Amendment application, detailed design of the site will commence in support of Site Plan
Approval.
ds v:\01614\active\161413366\planning\reports\final\rpt_161413366_gaslight_fsr_20170421_dms_draft.docx
1.1
V:\01614\active\161413366\design\drawing\civil\sheet_files\161413366_FIG-1.dwg
2017/04/21 9:42 AM
By:Santos, Dan
N
August 2016
1614 13366
ORIGINAL SHEET - ANSI A
Client/Project
HIP DEVELOPMENTS INC.
GASLIGHT DISTRICT
64 GRAND AVENUE SOUTH
Figure No.
300 Hagey Blvd. Suite 100
Waterloo, ON, N2L 0A4
Tel. 519.579.4410
www.stantec.com
Figure 1
Title
SITE LOCATION PLAN
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
Existing Conditions
April 21, 2017
2.0
EXISTING CONDITIONS
The Site is currently the location of the Southworks Outlet Mall and comprises an area of 2.08ha.
The Southworks Outlet Mall is comprised of two existing commercial buildings, of two and three
storeys in height complete with onsite parking. The Site generally drains from the northwest to the
southeast through a combination of overland flows and some underground storm infrastructure
towards Grand Avenue. There is an elevation difference nearing 6.0m from the northwest to the
southeast of the Site. The existing site is currently 98% impervious.
2.1
EXISTING SERVICING
2.1.1
Water
Based on the plan and profile drawings provided by the City of Cambridge there are various
service connections to the Southworks building ranging from 150mm to 200mm. Based on this
information there is a water service connection at the corner of Fraser Street and Grand Ave
South to the south existing building and two service connections from Grand Ave South to the
north existing building. There are various municipal hydrants located close to the Site. Three
hydrants are located off Glebe Street (opposite the Site), and three on Grand Avenue South
(two opposite the Site). There is a local 300mm watermain on Grand Avenue South, a 100mm
diameter watermain on Fraser Street and a 150mm diameter watermain on Glebe Street.
There is also a Regional 450mm diameter Ductile Iron watermain running parallel to the property.
As per the Region of Waterloo’s Design Guidelines and Supplemental Specifications for
Municipal Services (DGSSMS), no connection will be permissible to this watermain.
2.1.2
Sanitary
Based on the plan and profile drawings provided by the City of Cambridge there are various
service connections to the Southworks building. The majority of the connections appear on
Fraser Street, however there is also a connection shown on Grand Avenue South at the location
of the Site’s existing parking lot. Further investigation as to the size of the sanitary services should
be undertaken during detailed design. There is an existing 1200mm diameter sanitary sewer on
Grand Avenue South, a 250mm diameter on Fraser Street and a 200mm diameter on Glebe
Street.
2.1.3
Storm
The existing site currently drains toward Grand Avenue South via overland flows and through the
existing underground storm infrastructure. The outlet for the site is a 250mm diameter storm pipe
which outlets to a nearby catchbasin. This catchbasin discharges to a 600mm diameter storm
ds v:\01614\active\161413366\planning\reports\final\rpt_161413366_gaslight_fsr_20170421_dms_draft.docx
2.1
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
Existing Conditions
April 21, 2017
sewer which crosses Grand Avenue South discharging to the Grand River. There is an existing
750mm diameter storm sewer on Fraser Street and a 200mm diameter storm sewer on Glebe
Street.
2.1.4
Floodplain and Source Water Protection
A portion of the existing site is located within the Grand River Conservation Authority (GRCA)
regulated floodplain as shown on Figure 2. The site also resides within one of the Region of
Waterloo’s Urban Area Source Water Protection Area’s (Figure 3), further consultation with the
Grand River Conservation Authority regarding approvals will be required as part of detailed
design.
ds v:\01614\active\161413366\planning\reports\final\rpt_161413366_gaslight_fsr_20170421_dms_draft.docx
2.2
Grand River
Conservation Authority
Map created: August 24, 2016
D
RA
FT
LEGEND
GRCA Disclaimer
This map is for illustrative purposes only. Information contained hereon is
not a substitute for professional review or a site survey and is subject to
change without notice. The Grand River Conservation Authority takes no
responsibility for, nor guarantees, the accuracy of the information contained
on this map. Any interpretations or conclusions drawn from this map are the
sole responsibility of the user.
The source for each data layer is shown in parentheses in the map legend.
For a complete listing of sources and citations go to:
http://grims.grandriver.ca/docs/SourcesCitations2.htm
0
Copyright
Grand River Conservation Authority, 2016
THIS MAP IS NOT TO BE USED FOR NAVIGATION
26
NAD 1983, UTM Zone 17
52
78
104 m.
Scale 1:2,295
L
PH
EL
U
G
Wellhead Protection Areas
TO
AR
Y
RD
WPSA-2
G
ID
H
E
A!.
R
TO
VIC
GS
T
W ES
RT
ST
ND
S
T
AV
.
!
RD
.
!
HO
.
!
M
K IN
E
R
W
S
AT
A
TI
O
D
N
40
1
BL
VD
A
A
A
U
N
D
A
S
Railway
n d R iv e r
Gr a
D
LY R
A
2
Km
°
Sources: Region of Waterloo
2010
S T
RD
Y RD
S
YE R
RD
D
ST
TO N
IGL E
M
24)
N
A
M AIN
Y
(HW
N.T.S.
C
N ST
ES S IO
V ER
BE
OL D
NC H
ST
Township of
North Dumfries
Municipal Boundary
E RD
0 0.5 1
BRA
RD
ND
City of
Cambridge
Township of
North
Dumfries
CLY D
_ AA
A
BRANT FORD H W Y
IES
.
!
AR
A
Regional Road
Region of Waterloo
International Airport
A
D
D
NA
RA
Provincial Highway
River
RD
O
ME
B LV
Y
CED
EK
C RE
RD
NE
R
-A
CA N
.
!
NL I
R
LEGEND
IN
N KL
RD
RL A
City of
Kitchener
B L
A I
R
CO
OP
TO
H RD
A
A
A
A
CO N
M FR
DU
M BE
Township of
Wilmot
City of
Waterloo
RO
LE
S EV IL
HW
T HU
R
ST
BIS H
ST
ST
NO R
OXF O
A A
B US
PIN E
RD
A
RD
ST
.
!
WATER ST
Township of
Woolwich
GE
HWY 401
T
ON
.
!
FR A
r
BRID
.
!
HW
A
D
L ER R
ve
A
OO
T ERL
D-W A
.
!
A IN
F O UN T
KI
NG
A
r
ve
.
!
A
A
DE E
d
.
!
E
D UN
NEW
ee
Sp
Ri
HES P E
D
RR
S LE
ST
Ri
Key Map
D
VE R
A
.
!
D
AN R
N
EE
S
TR U
QU
A
RO
LE G
R
TO
TO
1
0
Y4
TOW
A
BL E
A
Township of
Wellesley
M AP
AA
VD
BL
A
ST
S
A GL E
L LM
B
RD
.
!
G
Municipal Wellheads
Groundwater Under
Direct Influence (GUDI)
A
RD
MS
-HA
ER
CH
S
L EA M
ON
O
.
!
MAP 6a
URBAN AREA
SOURCE WATER
PROTECTION
AREAS
Municipal Wellhead
_
F IS
HW
T
A A
A
AAA
AA A
AA
__
.
!
8
Y 7/
AS
AW
TT
R
WAY
FAIR
RD
_
__
.
!
E
VD
BL
AA
A
AA
RD
.
!
A
T
R
S
ND
LA
S
O
WE
B
TH
SS
A
RA
LE
H
HIG
IA
LA
LE
AS
AW
TT
KO
R iv er
A
A
AAA
A
D
VE
RI
R
ED
of
R
TO
VIC
ST
AR
.
!
ER
U
D
T
NE
T MO U N
CO
CH
T
WPSA-8
D
RD
A
IA S
WPSA-7
nd
N
MA
AA
A
A
IR
A
K IN
ST
G ra
LL
RD
T
N
T
WPSA-6
Y
A
V
BL
HA
R-
E
A
A
WPSA-5
FT
EP
.
!
N ER
CK
LL
VI
A
BS
FO
U
LA
DG
T RD
OR
HE
BS
SC
FI
ER
ER
RD
VE
BR I
_
ST
D
YA
M
RE
NR
S IT
OO
R
LE
DA
YC
N
AI
UN
R
IV E
BL
I NG
EB
DN
IO
AT
ST
.
!
A
AA A
85
TZ
HW Y
.
!
AN
LD
WPSA-4
SH
F IE
ST
TH
.
!
DR
WPSA-3
7
WY
PK
KRESSL ER
BR
RD
.
!
R
NO
City of
Guelph
WPSA-1
H
ER LINE
CH
LEGEND
W
IL L
ST
ST
ES
7
WM
LO BS ING
A
A
SA
ARTHUR ST
A
DR
t
Township of
Woolwich
A
HW
Y 8 TO
HA
M
I LT
Note: As of January
24, 2011, this Plan in its entirety,
O
is currently under N
appeal before the Ontario Municipal
Board (OMB). Before using this document, care should
be taken to check the updated status of the appeal
process on the Region of Waterloo's website.
Note: This map forms part of the Official Plan of the
Regional Municipality of Waterloo and must be read
in conjunction with the policies of this Plan.
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
Proposed Grading and Servicing
April 21, 2017
3.0
PROPOSED GRADING AND SERVICING
Preliminary grading and servicing strategies for the proposed development have been
established based on available plan and profile drawing information for Grand Avenue South,
Fraser Street and Glebe Street (dating back to 1914 through to the mid 1970’s ), and the
conceptual site plan prepared by ABA Architects within the Design Brief dated April 7, 2017. It
should be noted additional investigations to the servicing of the existing buildings may be
required should internal upgrades in the existing buildings be proposed. Additionally, municipal
By-law only permits one service connection to the property, and the existing plan and profiles
detail multiple services connected to the existing building with stubs near the existing parking
facility off Grand Avenue South. Further details on an overall servicing strategy will be developed
during detailed design/SPA stages. Refer to Figure 4 for a conceptual servicing concept for the
proposed development as well as Figure 2 for the GRCA regulated floodplain and Figure 3 for
the Region of Waterloo’s Urban Area Source Water Protection Area’s.
3.1
PROPOSED GRADING
The proposed development intends to preserve the existing Southworks buildings with alterations
and proposes two new 20 storey buildings with integrated parking. The existing and proposed
buildings would occupy approximately 50% of the Site. the proposed impervious coverage for
the site is 92% which is less than the existing impervious cover. Grades will be maintained in a
similar fashion to the existing conditions from the northwest towards the southeast. Grades will
direct flows to localized catchbasins proposed onsite and to circumvent sheet flow of
impervious areas from exiting the development. Maximum on site ponding for the purpose of
stormwater management will be 0.3m per City requirements, if required.
3.2
PROPOSED SERVICING
3.2.1
Water
The Site is located within Cambridge Pressure Zone 1 that currently operates on a target
hydraulic grade line of 332.5m and is primarily supplied by the Middleton Water Treatment Plant
(WTP). According to the Water Supply and Distribution Operations Master Plan Final Report
(Stantec, February 2015) and the Water Supply Master Plan Update Final report (Stantec, March
2015) the Middleton WTP has the largest capacity in the Integrated Urban System. The existing
site elevations range from 271.5m to 265.8m, which is lower than 276.3m requiring all water
services to have pressure reducing valves installed as the pressures are higher than 550 kPa (80
psi). With respect to fire protection based on limited construction details for the proposed
development, a conservative preliminary calculation using the Fire Underwriters Survey was
completed; the proposed development for the Site requires a flow of approximately 133L/s. This
would require a minimum diameter water service connection of 250m diameter (Appendix A).
ds v:\01614\active\161413366\planning\reports\final\rpt_161413366_gaslight_fsr_20170421_dms_draft.docx
3.1
FRASER STREET
V:\01614\active\161413366\design\drawing\civil\sheet_files\161413366_FIG-4.dwg
2017/04/21 9:46 AM
By:Santos, Dan
N
GRAND AVENUE SOUTH
August, 2016
1614 13366
ORIGINAL SHEET - ANSI B
Client/Project
Legend
HIP DEVELOPMENTS INC.
GASLIGHT DISTRICT
64 GRAND AVENUE SOUTH
Notes
Figure No.
300 Hagey Blvd. Suite 100
Waterloo, ON, N2L 0A4
Tel. 519.579.4410
www.stantec.com
Figure 4
Title
CONCEPTUAL SERVICING
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
Proposed Grading and Servicing
April 21, 2017
It is anticipated that a connection off the existing 300mm watermain on Grand Avenue South
right-of-way will be of sufficient size to service the proposed development; however these
scenarios will need to be reviewed further during the detailed design stage for the
development. Internal booster pumps for each high rise will likely be specified in the building to
achieve appropriate flow and pressure on the upper floors given the proposed height of the
buildings. Details regarding the existing services to the existing commercial buildings will be
reviewed at the time of detailed design/SPA.
It was identified through Region of Waterloo comments received February 28, 2017, that there
are proposed future changes to the HGL for this area in Cambridge as noted in the
“Implementation Plan for Cambridge Water System Upgrades Summary Report” completed by
GM BluePlan in October 2015. During the detail design stage, this revised HGL will be taken into
consideration. As previously identified, no connection will be permissible to the Regional 450mm
diameter Ductile Iron watermain running parallel to the property. Should any upgrades to the
municipal watermain be required, they will be proposed to the local watermain’s only with
approval from the City.
3.2.2
Sanitary
To determine the anticipated sanitary flows for the proposed development a sanitary flow
design sheet has been prepared (Appendix B). Based on the Region of Waterloo’s Water and
Wastewater Monitoring Report (2016) Development Data 1.77 people per unit (PPU) for the
apartment buildings was used for the 396 units and the remaining half of the development site
remaining as commercial and retail businesses; the proposed development has an anticipated
peak sanitary flow rate of 12.773 L/s. Upon review of the plan and profile and other various
documents available, there is an existing 250mm diameter sanitary sewer on the site that
connects to the 1200mm via an existing manhole on Grand Avenue South. The slope of this
existing pipe is not available, however at a 0.25% slope the 250mm diameter sanitary
connection would have the capacity to service the development at 29.733 L/s while
maintaining the City of Cambridge and the Region of Waterloo minimum velocity of 0.6 m/s. as
the development is within the floodplain, all structures will be installed with waterproof lids.
3.2.3
Storm
There is an existing storm sewer system installed on the development that outlets to a catchbasin
on Grand Avenue South. Runoff collected in the proposed storm sewers are to be directed into
an oil-grit separator (OGS) located on the eastern entrance off Grand Avenue South on the site
before out-letting into the municipal storm system. Approval from the Region of Waterloo will be
required to use this existing outlet that discharges directly to the Grand River. All storm sewers on
site will be sized to convey the 5 year storm event, all flows greater than the 5 year storm event
will be directed via overload flow towards Grand Avenue South. The OGS will be sized to control
ds v:\01614\active\161413366\planning\reports\final\rpt_161413366_gaslight_fsr_20170421_dms_draft.docx
3.3
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
Proposed Grading and Servicing
April 21, 2017
an Enhanced Level of quality control (Level 1), removal of 80% of suspended solids, as required
by the City of Cambridge.
Region Staff have provided comments regarding the 5-year storm being controlled for the
proposed development, with the capacity and condition of the existing storm infrastructure on
Grand Avenue and overland flow routes for storm events above 5 years. As such, during the
detailed design stage, discussions with the Region staff regarding possible controls for the site will
be explored.
3.2.4
Floodplain
The proposed development resides within the Galt City Centre Floodplain Special Policy Area
(SPA) with Regulatory Floodplain Elevations (RFE) for Building A at 266.5m and Building B at
266.8m. As a result, based on the elevation information available, Building A would partially be
within the Regulatory Floodplain at its southeast corner and Building B would have
approximately the southern portion of the parking structure within the Regulatory Floodplain. The
finished floor elevations therefore has been proposed to be increased to 266.82m for Building A
and 266.88m for Building B as shown in the ABA Design Brief dated July 27, 2016. It should be
noted that the development will be required to provide flood protection for all new structures
within the RFE, require that no habitable room be provided below the RFE, and all new utilities be
located higher than the RFE where practical and where not possible, such utilities shall be flood
proofed. Further consultation with the GRCA will be required for approvals during detailed
design.
ds v:\01614\active\161413366\planning\reports\final\rpt_161413366_gaslight_fsr_20170421_dms_draft.docx
3.4
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
Conceptual Stormwater Management Design
April 21, 2017
4.0
CONCEPTUAL STORMWATER MANAGEMENT DESIGN
4.1
STORMWATER MANAGEMENT CRITERIA
A portion of the site is located within the Grand River Conservation Authority’s floodplain
regulated area and is part of the Galt City Centre Floodplain Special Policy Area. As part of the
Development, Interference with Wetlands and Alterations to Shorelines and Watercourses
Regulation (Ontario Regulation 150/06), the site will be required to ensure flood protection
techniques be applied, no new habitable room be lower than the RFE, and that new utilities be
located higher than the RFE where practical, or flood proofed. Additionally the City of
Cambridge requires water quality control implementation of Enhanced Level of quality control
(Level 1), as per the MOECC SWM practices Planning and Design Manual (2003). As the
proposed site resides within one of the Region of Waterloo’s Urban Area Source Water
Protection Area’s (Figure 3), further consultation with the Grand River Conservation Authority
regarding approvals will be required as part of detailed design.
4.2
WATER QUANTITY CONTROL
The sites existing impervious area is 98% and the proposed development plans to reduce the
impervious area to 92%. As there is a proposed decrease of impervious area, quantity control for
the 5 year storm event as required by the City of Cambridge will be achieved through
development of the site as proposed. As such, it is not anticipated that further quantity control is
required. This will be confirmed at the detailed design/SPA stage
Region Staff have identified some concern with only the 5-year storm being controlled for the
proposed development, with the capacity and condition of the existing storm infrastructure on
Grand Avenue and overland flow routes for storm events above 5 years. As such, during the
detailed design stage, discussions with the Region staff regarding possible controls for the site will
be explored.
4.3
WATER QUALITY CONTROL
As the site requires an Enhanced Level of quality control, requiring the removal of 80% of
suspended solids, a Stormceptor Model STC 9000 or approved equivalent is proposed to be
installed. Refer to Appendix C for the sizing of the Stormceptor, which was chosen to provide an
Enhanced Level of quality control. The Stormceptor or approved equivalent will require regular
annual maintenance to ensure its operability to the Enhanced Level control and the owner may
be required to enter into a maintenance agreement with a suitable contractor for this
maintenance.
ds v:\01614\active\161413366\planning\reports\final\rpt_161413366_gaslight_fsr_20170421_dms_draft.docx
4.1
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
Conceptual Stormwater Management Design
April 21, 2017
4.4
EROSION AND SEDIMENT CONTROL
Due to the existing sloping of the Site from northwest to the southeast at approximately 3.5%,
erosion and sediment control is planned to be mitigated by the use of sediment control fencing
surrounding the perimeter of the site. During construction all catchbasins will have filter cloth
installed to mitigate sediment migration into the municipal storm system. The use of mud mats at
all construction entrances will also be installed to lessen the tracking of sediments on the
municipal roadway. Any sediment that is tracked onto the municipal roadway will be cleaned
up by the contractor. These measures will be shown on the detailed design drawings.
ds v:\01614\active\161413366\planning\reports\final\rpt_161413366_gaslight_fsr_20170421_dms_draft.docx
4.2
GASLIGHT DISTRICT:
PROPOSED SOUTHWORKS MIXED-USE DEVELOPMENT
64 GRAND AVENUE SOUTH, CAMBRIDGE, ONTARIO, FUNCTIONAL SERVICING REPORT
Conclusions
April 21, 2017
5.0
CONCLUSIONS
Based on the foregoing analysis, it is concluded that:
1. Existing municipal infrastructure for water and sanitary are available along Grand Avenue
South, Glebe Street, and Fraser Street. Grand Avenue South has a storm sewer operated by
the Region of Waterloo that the site is currently connected to under existing conditions which
discharges to the Grand River. Municipal storm infrastructure is also located on Fraser and
Glebe Street.
2. The 250mm diameter water service on Grand Avenue South is of sufficient size to provide fire
flows for the proposed development. It is anticipated that this connection off the existing
300mm watermain on Grand Avenue South right-of-way will be of sufficient size to service
the proposed development. When the high rise construction materials and fire separates are
known during the detailed design stage, a detailed fire flow analysis will be provided to
determine if a smaller diameter water service will suffice for fire protection. It should be noted
that no connection to the existing 450mm diameter Ductile Iron Watermain shall be
permitted.
3. The existing 250mm diameter sanitary service on Grand Avenue South is of sufficient size to
service the proposed buildings and existing commercial buildings.
4. The stormwater management quality control requirements of Enhanced Level of protection
can be achieved using a Stormceptor STC 9000 or approved equivalent. The 5 year storm
event will be conveyed in an onsite storm sewer system which is proposed to outlet into the
Region of Waterloo’s existing 300mm storm infrastructure.
5. The proposed buildings are proposed to be higher than the Regional Floodplain Elevations of
266.5m and 266.8m. The development will be required to provide flood protection for all new
structures within the Regional Floodplain Elevations, require that no habitable room be
provided below the Regional Floodplain Elevations, and all new utilities be located higher
than the Regional Floodplain Elevations where practical and where not possible, such utilities
shall be flood proofed. Further consultation with the GRCA will be required for approvals
during detailed design.
6. Additional grading, servicing, and stormwater management details will be provided during
detailed design.
ds v:\01614\active\161413366\planning\reports\final\rpt_161413366_gaslight_fsr_20170421_dms_draft.docx
5.1
APPENDIX A
FIRE FLOW CALCULATIONS
161413366 - Southworks, Cambridge
Fire Flow Demand Calculation
Building A
Fire Flow Calculations
Reference:
Water Supply for Public Fire Protection
Part II Guide for Determination of Required Fire Flow
Fire Underwriters Survey, 1999
1. Initial Estimate of Required Fire Flow
Formula: F = 220 * C * SQRT (A)
F
C
=
=
=
=
=
=
=
*
A
the required fire flow in litres per minute
coefficient related to the type of construction
1.5
for wood frame construction (structure essentially all combustible)
1.0
for ordinary construction (brick or other masonry walls, combustible floor and interior)
0.8
for non-combustible construction (unprotected metal structural components, masonry or metal walls)
0.6
for fire resistive construction (fully protected frame, floor, roof)
the total floor area in square metres (incl all storeys but not basements at least 50% below grade)
for fire resistive buildings, consider the two (2) largest adjoining floors plus 50% of each of any floors immediately
above them up to eight (8), when the vertical openings are inadequately protected. If the vertical openings and
exterior vertical communications are properly protected (one hour rating), consider only the area of the largest
floor plus 25% of each of the two (2) immediately adjoining floors.
Fire flow shall not exceed 30,000 L/min unless it is a one storey building which must not exceed 25,000 L/min or be less than
2,000 L/min
Calculations for fire flow F:
A
=
2,325
C
=
0.6
F
=
6,365
L/min
F
L/min
=
6,000
m2
2
Foot print area =
1,319 m
Non-combustible construction
=
106 L/s
=
100 L/s
No. Storeys
20
(rounded to the nearest 1,000 L/min.)
2. Charge to Required Fire Flow Based on Contents of Building (Occupancy)
-25
-15
0
15
25
%
%
%
%
%
=
=
=
=
=
reduction due to non-combustible contents
reduction due to limited combustible contents
no charge due to combustible contents
surcharge due to free burning contents
surcharge due to rapid burning contents
* Fire flow determined cannot be less than 2,000 L/min
Calculation of Occupancy Surcharge or Reduction (OSR)
OSR
=
0
%
(the contents of this building are considered limited
combustible, see page's 18 & 21 FUS, 99)
Calculations of revised fire flow F:
F
=
6,000
L/min
=
100 L/s
3. Charge to Required Fire Flow Based on Presence of Automatic Sprinkler Protection
0 %
-25 %
-50 %
=
=
=
no reduction due to absence of automatic sprinkler system
reduction without proper system supervision including water flow and control valve alarm service
reduction with proper system supervision including water flow and control valve alarm service
Calculation of Fire Flow Reduction Due to Presence of Automatic Sprinkler (AS)
AS
=
-25
%
(Assumed a sprinkler system installed)
Reduction in Fire Flow (RF):
RF
=
-1,500
L/min
=
-25 L/s
4. Charge to Required Fire Flow Based on Proximity to Other Buildings
The charge for any one side generally should not exceed the following limits for the separations shown
Separation
to
to
to
to
to
0
3.1
10.1
20.1
30.1
Charge
25
20
15
10
5
3
10
20
30
45
Building Separation
Wall
Distance
Left
17.17
Right
5
Front
15.54
Back
32
%
%
%
%
%
Normally any unpierced party wall/firewall considered to form a boundary when determining floor areas may warrant up to
a
10
%
exposure charge.
Calculation of Fire Flow Increase Due to Proximity to Other Buildings (PB)
PB
=
PL+PR+PF+PRR
=
=
=
=
proximity charge for left side of building
proximity charge for right side of building
proximity charge for front of building
proximity charge for rear of building
where,
PL
PR
PF
PRR
PB
PB
=
=
55
55
%
%
=
=
=
=
15
20
15
5
%
%
%
%
The total percentage shall be the sum of the percentage of all sides, but shall not exceed 75%.
Increase in Fire Flow (IF):
IF
=
3,300
L/min
=
55 L/s
5. Final Fire Flow (F) Required
F
=
F (From Section 2.0) - RF (From Section 3) + IF (From Section 4)
=
6,000
L/min -
1,500
=
7,800
L/min
=
L/min +
3,300
L/min
130 L/s
velocity
=
8,000
L/min
=
2,113
Gal /min
=
133 L/s
(rounded to the nearest 1,000 L/min.)
6. Additional Check List
NOTES:
Dia.
250 dia.
2.72 m/s
Assumed that there are fire walls separating floors (reinforced conrete construction).
161413366 - Southworks, Cambridge
Fire Flow Demand Calculation
Building B
Fire Flow Calculations
Reference:
Water Supply for Public Fire Protection
Part II Guide for Determination of Required Fire Flow
Fire Underwriters Survey, 1999
1. Initial Estimate of Required Fire Flow
Formula: F = 220 * C * SQRT (A)
F
C
=
=
=
=
=
=
=
*
A
the required fire flow in litres per minute
coefficient related to the type of construction
1.5
for wood frame construction (structure essentially all combustible)
1.0
for ordinary construction (brick or other masonry walls, combustible floor and interior)
0.8
for non-combustible construction (unprotected metal structural components, masonry or metal walls)
0.6
for fire resistive construction (fully protected frame, floor, roof)
the total floor area in square metres (incl all storeys but not basements at least 50% below grade)
for fire resistive buildings, consider the two (2) largest adjoining floors plus 50% of each of any floors immediately
above them up to eight (8), when the vertical openings are inadequately protected. If the vertical openings and
exterior vertical communications are properly protected (one hour rating), consider only the area of the largest
floor plus 25% of each of the two (2) immediately adjoining floors.
Fire flow shall not exceed 30,000 L/min unless it is a one storey building which must not exceed 25,000 L/min or be less than
2,000 L/min
Calculations for fire flow F:
A
=
2,325
C
=
0.6
F
=
6,365
L/min
F
L/min
=
6,000
m2
2
Foot print area =
1,319 m
Non-combustible construction
=
106 L/s
=
100 L/s
No. Storeys
20
(rounded to the nearest 1,000 L/min.)
2. Charge to Required Fire Flow Based on Contents of Building (Occupancy)
-25
-15
0
15
25
%
%
%
%
%
=
=
=
=
=
reduction due to non-combustible contents
reduction due to limited combustible contents
no charge due to combustible contents
surcharge due to free burning contents
surcharge due to rapid burning contents
* Fire flow determined cannot be less than 2,000 L/min
Calculation of Occupancy Surcharge or Reduction (OSR)
OSR
=
0
%
(the contents of this building are considered limited
combustible, see page's 18 & 21 FUS, 99)
Calculations of revised fire flow F:
F
=
6,000
L/min
=
100 L/s
3. Charge to Required Fire Flow Based on Presence of Automatic Sprinkler Protection
0 %
-25 %
-50 %
=
=
=
no reduction due to absence of automatic sprinkler system
reduction without proper system supervision including water flow and control valve alarm service
reduction with proper system supervision including water flow and control valve alarm service
Calculation of Fire Flow Reduction Due to Presence of Automatic Sprinkler (AS)
AS
=
-25
%
(Assumed a sprinkler system installed)
Reduction in Fire Flow (RF):
RF
=
-1,500
L/min
=
-25 L/s
4. Charge to Required Fire Flow Based on Proximity to Other Buildings
The charge for any one side generally should not exceed the following limits for the separations shown
Separation
to
to
to
to
to
0
3.1
10.1
20.1
30.1
Charge
25
20
15
10
5
3
10
20
30
45
Building Separation
Wall
Distance
Left
5
Right
14.5
Front
8.186
Back
28
%
%
%
%
%
Normally any unpierced party wall/firewall considered to form a boundary when determining floor areas may warrant up to
a
10
%
exposure charge.
Calculation of Fire Flow Increase Due to Proximity to Other Buildings (PB)
PB
=
PL+PR+PF+PRR
=
=
=
=
proximity charge for left side of building
proximity charge for right side of building
proximity charge for front of building
proximity charge for rear of building
where,
PL
PR
PF
PRR
PB
PB
=
=
65
65
%
%
=
=
=
=
20
15
20
10
%
%
%
%
The total percentage shall be the sum of the percentage of all sides, but shall not exceed 75%.
Increase in Fire Flow (IF):
IF
=
3,900
L/min
=
65 L/s
5. Final Fire Flow (F) Required
F
=
F (From Section 2.0) - RF (From Section 3) + IF (From Section 4)
=
6,000
L/min -
1,500
=
8,400
L/min
=
L/min +
3,900
L/min
140 L/s
velocity
=
8,000
L/min
=
2,113
Gal /min
=
133 L/s
(rounded to the nearest 1,000 L/min.)
6. Additional Check List
NOTES:
Dia.
250 dia.
2.72 m/s
Assumed that there are fire walls separating floors (reinforced conrete construction).
APPENDIX B
SANITARY FLOW CALCULATIONS
SUBDIVISION
DESIGN PARAMETERS
Southworks Development
SANITARY SEWER
AVERAGE DAILY FLOW
PER PERSON =
DESIGN SHEET
DATE:
DESIGNED BY:
CHECKED BY:
April 17, 2017
DMS
CTC
FILE NUMBERS:
LOCATION
STREET
n/a
RESIDENTIAL AREA AND POPULATION
FROM
TO
AREA
M.H.
M.H.
ID
Units
(Units)
231
30T-
264
396.00
POP.
POP.
CUMULATIVE
DENSITY
AREA
(ppu)
(ha)
1.77
701
POP.
COMM
PEAK
PEAK
AREA
FACT.
FLOW
ID
(L/s)
701
3.894
11.057
AREA
(ha)
1
1.04
INDUST
ACCU.
AREA
AREA
ID
(ha)
1.04
Page 1 of 1
AREA
(ha)
AREA
AREA
ID
(ha)
AREA
(ha)
l/p/day
RESIDENTIAL:
COMMERCIAL:
1.5000 L/s/Ha
0.004 L/s/person
m/s
MINIMUM VELOCITY =
0.600
INDUSTRIAL:
1.0000 L/s/Ha
n=
0.013
INSTITUTIONAL:
2.5000 L/s/Ha
MAX PEAK FAC.=
4.500
INFILTRATION:
MIN PEAK FAC.=
1.500
INSTIT
ACCU.
350
C+I+I
0.1500 L/s/Ha
RESIDENTIAL HARMON PEAKING FACTOR
INFILTRATION
PEAK
TOTAL
ACCU.
INFILT.
AREA
FLOW
AREA
AREA
FLOW
(ha)
(L/s)
(ha)
(ha)
(L/s)
1.56
397.04
1.04
PIPE
TOTAL
ACCU.
0.156
FLOW
(L/s)
12.773
DIST
(m)
6.0
DIA
(mm)
250
SLOPE
(%)
0.25
CAP.
VEL.
(FULL)
(FULL)
(ACT.)
(L/s)
(m/s)
(m/s)
0.61
0.575
29.733
APPENDIX C
STORMCEPTOR CALCULATIONS
Brief Stormceptor Sizing Report - Southworks
Project Information & Location
Project Name
Southworks
City
Country
Project Number
1793
State/ Province
Ontario
Date
8/24/2016
Canada
Designer Information
EOR Information (optional)
Name
Dan Santos
Name
Company
Stantec
Company
Phone #
519-585-7295
Phone #
Email
[email protected]
Email
Stormwater Treatment Recommendation
The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site
within the project are listed in the below Sizing Summary table.
Site Name
Southworks
Target TSS Removal (%)
80
TSS Removal (%) Provided
83
Recommended Stormceptor Model
STC 9000
The recommended Stormceptor Model achieves the water quality objectives based on the selected inputs, historical
rainfall records and selected particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
% TSS Removal
Provided
STC 300
47
STC 750
61
STC 1000
62
STC 1500
62
STC 2000
68
STC 3000
70
STC 4000
75
STC 5000
76
STC 6000
79
STC 9000
83
STC 10000
83
STC 14000
86
StormceptorMAX
Custom
Stormceptor Brief Sizing Report – Page 1 of 2
Sizing Details
Water Quality Objective
Drainage Area
Total Area (ha)
2.08
TSS Removal (%)
Imperviousness %
93.0
Runoff Volume Capture (%)
80.0
Oil Spill Capture Volume (L)
Rainfall
Peak Conveyed Flow Rate (L/s)
Station Name
WATERLOO WELLINGTON A
State/Province
Ontario
Station ID #
9387
Years of Records
34
Storage (ha-m)
Discharge (cms)
Latitude
43°27'N
0.000
0.000
Longitude
80°23'W
Water Quality Flow Rate (L/s)
Up Stream Storage
Up Stream Flow Diversion
Max. Flow to Stormceptor (cms)
Particle Size Distribution (PSD)
The selected PSD defines TSS removal
Fine Distribution
Particle Diameter
(microns)
Distribution
%
Specific Gravity
20.0
20.0
1.30
60.0
20.0
1.80
150.0
20.0
2.20
400.0
20.0
2.65
2000.0
20.0
2.65
Notes
• Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA
Rainfall and Runoff modules.
• Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS)
removal defined by the selected PSD, and based on stable site conditions only, after construction is completed.
• For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for
further design assistance.
For Stormceptor Specifications and Drawings Please Visit:
http://www.imbriumsystems.com/technical-specifications
Stormceptor Brief Sizing Report – Page 2 of 2