Transcript of PROPOSED THREE-STOREY COMMERCIAL RETAIL/OFFICE BUILDING …
R-PLAN 4M-747
FEBRUARY 2014
REF. FILE No. 813-88
1.) INTRODUCTION The commercial land under consideration is
proposed for a three-storey retail/office building development
site. It is situated on the south side of Camelot Drive and east of
Cleopatra Drive. The proposed three-storey retail/office building
is approximately 750.0 sq. m in area size. The total gross floor
area is reported to be 2,223.0 sq. m. The size of the site
development property under consideration is ± 0.290 ha. In addition
to the three-storey retail/office building, the other development
features will comprise of two entrance asphalt access roads,
parking areas, concrete walkways, landscape area, etc. to meet City
of Ottawa site plan requirements. A geotechnical investigation
report was prepared for this site by Houle Chevrier Engineering
Ltd. (Project No. 14-001 dated February 11, 2014. This report will
serve to provide the City of Ottawa with our serviceability brief
to address the proposed servicing scheme for this site. 2.)
EXISTING SITE CONDITIONS AND SERVICING Presently, the said
commercial property is vacant and mostly asphalt for equipment
storage use. The land is relatively flat and drains predominantly
from an east to west direction across the lot. The existing ground
surface of the lot across from the site is mostly asphalt covered
with some vegetation cover at the north end of the property. As for
the availability of underground services, there are existing
municipal services along Camelot Drive consisting of the following
main sizes: a 2100 mm diameter storm sewer, a 450 mm diameter
sanitary sewer and a 300 mm diameter watermain. Two sets of
existing services laterals were dropped off by the subdivision
developer (see details shown on Annis, O’Sullivan, Vollebekk Ltd.’s
topographical plan). 3.) PROPOSED RETAIL/OFFICE BUILDING SITE Two
vehicle entrances with one located at the southwest corner and the
other at the northeast corner of the site are proposed to serve
this property along with access roadways from these entranceways to
direct vehicular traffic in and out of the site. Vehicular parking
will be available at the rear of the site south of the proposed
building as well as along the east side of the building. A.) Water
Supply Based on previous discussions with the owner, the building
will not be installed with a sprinkler system, therefore, the
three-storey building will be serviced with a 50 mm diameter water
service pipe.
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Based on the City’s current boundary conditions provided from an
e-mail dated January 27, 2014 for hydraulic analysis at 60 Camelot
Drive (refer to Appendix A) in which the three-storey commercial
building development is being serviced from a 300mm diameter
watermain, the calculated boundary conditions (HGL) are as follows:
Minimum HGL = 126.4 m
Maximum HGL = 130.8 m
Max Day + Fire Flow (183 L/s) = 124.2 m
Max Day + Fire Flow (267 L/s) = 122.1 m Using the above stated
hydraulic grade lines (HGLs), the resulting pressures at the ground
elevation of 88.3 m (adjacent to the site) are determined as
follows:
Minimum Pressures
Minimum pressure = (126.4 m - 88.3 m) x 1.422 psi/m = 54 psi (374
kPa); this value is above the minimum design guideline value of 40
psi (276 kPa) for typical 2 storey developments. Since the proposed
development is to be 3 storeys, we allow for an additional pressure
loss of 5 psi for every storey above 2 storeys to account for the
difference in elevation head minor pipe friction loss. The
resulting equivalent minimum pressure becomes 45 psi. The minimum
reported boundary condition pressure is greater than 45 psi and
therefore considered to be acceptable. Maximum Pressures Maximum
pressure = (130.8 m – 88.3 m) x 1.422 psi/m = 60 psi (417 kPa);
this value is below the City’s design guideline objective of 70 psi
(483 kPa) and therefore also considered to be acceptable. Fire Flow
Using the higher fire flow requirement (without sprinkler systems)
267 L/s as per the attached FUS calculation, the resulting residual
pressure is (122.1 m – 88.3 m) x 1.422 psi/m = 48 psi (331 kPa).
Therefore, the existing water distribution system is capable of
providing the required maximum day demand and fire flow at
pressures greater than the minimum allowable pressure of 20 psi
(138 kPa). In summary, based on the boundary conditions provided as
noted above, the existing water distribution network is capable of
providing the projected domestic and fire flow demands at pressures
that are within acceptable limits based on the City of Ottawa 2010
Water Distribution Design Guidelines. B.) Sanitary Flow Peak
sanitary flow for this site is estimated at Q = 0.42 L/s with an
infiltration rate of 0.04 L/s. This flow will enter the existing
450 mm diameter sanitary sewer on Camelot Drive via the
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easterly located existing 150 mm diameter sanitary lateral
previously installed by the commercial land subdivider. Refer to
the sanitary sewer design sheet page 1 of 1 in Appendix B. C.)
Storm Flow Stormwater outlet for this proposed property will be the
existing 2100 mm diameter storm sewer located on Camelot Drive.
Stormwater from the roof of the proposed building will be drained
by (2) proposed controlled roof drains specified at a flow rate of
0.63 L/s per drain and on-site drainage by means of (1) catch
basin, (2) catch basin/manholes, (1) storm manhole, underground
stormwater piping ranging in size from 300 mm to 450 mm diameter
and the proposed grades of the asphalt access roads and parking
areas have been designed to provide self contained drainage as much
as possible. Based on the site plan prepared by the developer’s
architect, the commercial area post- development “C” value is
estimated at C = 0.75 where A = 0.290 ha. For the 5 year storm
event, the post-development allowable runoff off-site is calculated
to be approximately 25.61 L/s. An estimation of the pre-development
flow is calculated to be 28.37 L/s using C = 0.5 which was the
runoff coefficient used to size the city storm sewer in this area.
Therefore, based on this calculation and that the post-development
“C” = 0.75 is greater than C = 0.5, therefore, on-site stormwater
management retention is required for this commercial site. Storage
volume for the 5 year and up to 100 year event will be stored by
means of rooftops, asphalt roadway, asphalt parking lot,
underground storm pipes and drainage structures. The maximum 5 year
allowable release rate off-site was determined to be 28.37 L/s.
Based on the Proposed Grading and Servicing Plan, the estimated 5
year high water level of 88.21 m will provide stormwater storage
volume of 42.73 m3 which is greater than the estimated required
storage volume of 39.55 m3. The estimated 100 year high water level
of 88.28 m will provide stormwater storage volume of 90.86 m3 which
is greater than the estimated required storage volume of 89.30 m3.
Therefore by grading the parking lot surface area and installing
the proposed underground drainage piping and structures as shown on
the Proposed Grading and Servicing Plan Dwg. No. 813-88, G-1, the
desirable 5 year storm event level of 88.21 m at detention volume
of 42.73 m3
will be available on-site as well as the 100 year storm event level
of 88.28 m at detention volume of 90.86 m3. This new three-storey
retail/office building will provide rooftop storage and by
installing the (2) roof drains at the locations as depicted on Dwg.
No. 813-88, G-1 at the (2) designated attenuation roof areas with
each drain having a release rate of 0.63 L/s and constructing the
asphalt access roadways, parking lots, storm pipes and drainage
system as detailed, the allowable controlled off-site flow of 25.61
L/s can be achieved by incorporating the specified ICD in ST. MH #1
at the downstream 200 mm diameter outlet pipe.
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R-PLAN 4M-747
FUS FIRE FLOW CALCULATIONS
From: Robertson, Syd To: TL Mak ; Subject: 60 Camelot Drive -
boundary conditions Date: Monday, January 27, 2014 2:04:36 PM
Attachments: 60 Camelot Dec 2013.pdf
Hi Tony: The following are boundary conditions, HGL, for hydraulic
analysis at 60 Camelot (zone 2W) assumed to be connected to the
305mm on Camelot Drive (see attached PDF for location).
Minimum HGL = 126.4m
Maximum HGL = 130.8m
MaxDay + Fire Flow (183 L/s) = 124.2m
MaxDay + Fire Flow (267 L/s) = 122.1m
These are for current conditions and are based on computer model
simulation.
Disclaimer: The boundary condition information is based on current
operation of the city water distribution system. The computer model
simulation is based on the best information available at the time.
The operation of the water distribution system can change on a
regular basis, resulting in a variation in boundary conditions. The
physical properties of watermains deteriorate over time, as such
must be assumed in the absence of actual field test data. The
variation in physical watermain properties can therefore alter the
results of the computer model simulation.
Syd Robertson, C.E.T. Project Manager, Infrastructure Approvals
Development Review Branch, Urban Services, Outer Core Planning
& Growth Management Department 110 Laurier Ave. W., 4th Floor E
Ottawa, ON K1P 1J1 (613) 580-2424 ext/poste 27916
Syd.Robertson@ottawa.ca www.ottawa.ca
mailto:Syd.Robertson@ottawa.ca
mailto:tlmakecl@bellnet.ca
mailto:Syd.Robertson@ottawa.ca
http://www.ottawa.ca/
GF
305mm
152mm
203mm
152mm
152mm
305mm
203mm
37
20
59
17
152
50
140
1920
49
37
156
18
10
10
10
Legend Pipe Ownership
Private Public
From: TL Mak [tlmakecl@bellnet.ca] Sent: Friday, December 13, 2013
2:42 PM To: Robertson, Syd Subject: 60 Camelot Drive
Hi Syd, Further to our meeting on December 11, 2013 held at the
City with the developer and his architect, we are requesting the
City boundary conditions for two servicing scenarios. The proposed
development consists of a three-storey mixed use office/retail
building. Each floor will have approximately 743 square meters of
floor area. The total gross floor area is reported to be 2,223
square meters. The building will not have a level basement. Demands
are estimated using the City of Ottawa 2010 Water Distribution
System Design Guidelines. Here is the requested information
regarding the boundary condition for the two scenarios. Scenario
No. 1
1) Location of service is a proposed 100mmØ water service to be
connected to the existing 300mmØ watermain on Camelot Drive with
building sprinklers. 2) Type of development is a three-storey
office/retail building.
3) Average daily flow (AVDY) = 0.207 L/s.
4) Maximum daily flow (MXDY) = 0.311 L/s.
5) Peak hourly flow (PKHR) = 0.560 L/s.
Fire flow requirement: The Fire Underwriter Survey (FUS) fire flow
requirement for the development in question is determined to be 183
L/s (11,000 L/min). See the attached FUS fire flow calculations.
Scenario No. 2
1) Location of service is a proposed 100mmØ water service to be
connected to the existing 300mmØ watermain on Camelot Drive with no
building
sprinklers.
3) Average daily flow (AVDY) = 0.207 L/s.
4) Maximum daily flow (MXDY) = 0.311 L/s.
5) Peak hourly flow (PKHR) = 0.560 L/s. Fire flow requirement: The
Fire Underwriter Survey (FUS) fire flow requirement for the
development in question is determined to be 267 L/s (16,000 L/min).
The attached fire flow calculations summarize the
assumptions/values used to determine the FUS fire flow. The City is
requested to provide boundary conditions for the Average Day,
Maximum Day, Peak Hour and Fire Flow conditions indicated above for
Scenario No. 1 and 2. Thank you for your prompt attention to this
matter. Please forward the boundary conditions as soon as possible.
Tony Mak T.L. Mak Engineering Consultants Ltd. 1455 Youville Drive,
Suite 218 Ottawa, ON K1C 6Z7 Tel: 613 837-5516 | Fax: 613 837-5277
E-mail: tlmakecl@bellnet.ca
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If you are not the intended recipient, please notify me at the
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Le présent courriel a été expédié par le système de courriels de la
Ville d'Ottawa. Toute distribution, utilisation ou reproduction du
courriel ou des renseignements qui s'y trouvent par une personne
autre que son
GF
Date: January 29, 2014 Building Type/Description/Name:
Retail/Office
Data input by: Kevin Alemany
Notes:
Table A: Fire Underwriters Survey Determination of Required Fire
Flow - Long Method
Step Task Term Options
Single Family 1
Other (Comm, Ind, Apt etc.) 1
2.2 # of Storeys 3 3 Storeys
743
None 0
Water supply is not standard or N/A 0
Sprinkler system is fully supervised -0.1
Sprinkler not fully supervised or N/A 0
North Side 20.1 to 30.1m 0.1
East Side 20.1 to 30.1m 0.1
South Side 30.1 to 45.0m 0.05
West Side 30.1 to 45.0m 0.05
16,000
267
3.50
3,360
6
& Volume
Total Required Fire Flow, rounded to nearest 1000 L/min, with
max/min limits applied:
Total Required Fire Flow (above) in L/s:
Required Duration of Fire Flow (hrs)
Required Volume of Fire Flow (m 3
)
5.2
0
standard or N/A 0 N/A 0
Sprinkler reduction None 0 N/A
Required Fire Flow (without reductions or increases per FUS) (F =
220 * C * √A)
Round to nearest 1000L/min
5.1
Choose
etc.) 1 Units
Average Floor Area (A) based on design with one hour rating for
vertical openings
and exterior vertical communications:
Number of Floors/Storeys in the Unit (do not include
basement):
3 Enter Ground Floor
Calculations based on: "Water Supply for Public Fire
Protection " by Fire Underwriters' Survey, 1999
1
PROPOSED THREE-STOREY
R-PLAN 4M-747
R-PLAN 4M-747
3.) PROPOSED RETAIL/OFFICE BUILDING SITE
4.) EROSION AND SEDIMENT CONTROL
CITY OF OTTAWA