CITIGATE HOTEL 4433 STRANDHERD DRIVE
STORMWATER MANAGEMENT REPORT
Prepared For:
Chamberlain Architect Services Ltd.
Prepared By:
NOVATECH Suite 200, 240 Michael Cowpland Drive
Ottawa, Ontario K2M 1P6
Submitted: October 26, 2018
Novatech File: 118081 Ref: R-2018-138
M:\2018\118081\DATA\Reports\SWM\118081-SWM Report.docx
October 26, 2018 City of Ottawa Planning and Infrastructure Approvals Branch Infrastructure Approvals Division 110 Laurier Street West, 4th Floor Ottawa, ON K1P 1J1 Attention: Mr. Jeff Shillington Project Manager, Infrastructure Approvals Reference: CitiGate Hotel 4433 Strandherd Drive Stormwater Management Report Our File No.: 118081
Please find enclosed the Citi Gate Hotel Stormwater Management Report, issued in support of the site plan application. The subject lands are part of the approved CitiGate (416 Corporate Campus) development. This report outlines the proposed stormwater management design, and ensures the design is consistent with the stormwater management criteria outlined in the approved CitiGate Phase 1 Detailed Servicing and Stormwater Management Report by Novatech. Please contact the undersigned should you have any questions or comments pertaining to the enclosed report. Sincerely, NOVATECH
Kallie Auld, P.Eng. Project Coordinator | Water Resources
cc Adrian Mauro – Chamberlain Architect Services Ltd.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page i
TABLE OF CONTENTS
1.0 INTRODUCTION ............................................................................................................ 1
1.1 Background ................................................................................................................ 1 1.2 Proposed Development .............................................................................................. 1 1.3 Additional Reports ...................................................................................................... 1
2.0 EXISTING CONDITIONS ............................................................................................... 1
2.1 Topography & Drainage .............................................................................................. 1 2.2 Subsurface Conditions ................................................................................................ 1
3.0 STORMWATER MANAGEMENT CRITERIA ................................................................. 2
3.1 Minor System (Storm Sewers) .................................................................................... 2 3.2 Major System.............................................................................................................. 2 3.3 Water Quality / Quantity Control ................................................................................. 2 3.4 Erosion and Sediment Control .................................................................................... 2
4.0 STORMWATER MANAGEMENT DESIGN .................................................................... 3
4.1 Storm Sewer Design (Minor System) .......................................................................... 3 4.1.1 Allowable Release Rates ........................................................................................ 3 4.1.2 Outlet Orifice Controls............................................................................................. 3 4.1.3 Water Quality Controls ............................................................................................ 4 4.1.4 Upstream Drainage Areas ...................................................................................... 4
4.2 On-Site Storage .......................................................................................................... 4 4.2.1 Overland Flow and Surface Storage (Major System) .............................................. 4 4.2.2 Rooftop Storage and Controls ................................................................................. 4 4.2.3 Underground Storage Chambers (StormTech SC-740) ........................................... 4
5.0 HYDROLOGIC & HYDRAULIC MODELING .................................................................. 5
5.1 Design Storms ............................................................................................................ 5 5.2 Model Development .................................................................................................... 5
5.2.1 Storm Drainage Areas ............................................................................................ 6 5.3 Minor System Design and Analysis ............................................................................. 7
5.3.1 Orifice Controls ....................................................................................................... 7 5.3.2 Roof Drains ............................................................................................................. 8 5.3.3 Peak Flows ............................................................................................................. 9 5.3.4 Hydraulic Grade Line .............................................................................................. 9 5.3.5 Upstream Drainage Areas .....................................................................................10
5.4 Major System Design and Analysis ............................................................................10
6.0 EROSION AND SEDIMENT CONTROL .......................................................................11
7.0 CONCLUSIONS ............................................................................................................12
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page ii
List of Tables
Table 4.1: Allowable Release Rates & Required On-Site Storage Table 4.2: Watts Roof Drain Rating Curve (single drain) Table 4.3: Roof Drain Design Flow (4 Drains) Table 5.1: Hydrologic Modeling Parameters Table 5.2: Orifice Parameters Table 5.3: Minor System Peak Flows at Outlets Table 5.4: Storm Sewer Hydraulic Grade Line Table 5.5: Ponding Depths at Catchbasins (100yr Event)
List of Figures
Figure 1 Key Plan Figure 2 Site Plan Figure 3 Existing Conditions Plan
Appendices
Appendix A SWM Calculations & Supporting Documentation Appendix B PCSWMM Modeling Files Appendix C Drawings
Drawings
118081-GP General Plan of Services 118081-GR Grading Plan 118081-STM Storm Drainage Area Plan 118081-ESC Erosion and Sediment Control Plan 118081-ND Notes and Details
Enclosed CD
PCSWMM Model Files CitiGate Hotel Stormwater Management Report (PDF) Drawings (PDF)
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 1
1.0 INTRODUCTION
1.1 Background
Novatech has been retained by Chamberlain Architect Services Ltd. to prepare the storm drainage and stormwater management design for the CitiGate Hotel at 4433 Strandherd Drive, located in Phase 1 of the CitiGate development, in the City of Ottawa. The site is bounded by CitiGate Drive to the west, Crosskey Place to the southeast, and Strandherd Road to the north. Refer to Figure 1 – Key Plan for details.
1.2 Proposed Development
The 1.00 ha site (located within a 3.51ha block) is proposed to be developed in two phases, with
the first phase consisting of a 5-storey, 99-room hotel and parking area as shown on Figure 2 –
Concept Plan.
1.3 Additional Reports
This Stormwater Management Report provides information on the considerations and approach by which Novatech has designed and evaluated the proposed storm drainage system for the CitiGate Hotel lands. This report should be read in conjunction with the following:
1) CitiGate Hotel 4433 Strandherd Drive Servicing and Stormwater Management Report (Novatech, dated October 26, 2018). File No.:118081, Ref No.: R-2018-140
2) CitiGate 416 Corporate Campus Detailed Servicing and Stormwater Management Report (Phase 1) (Novatech, dated January 9, 2015). File No.: 109203, Ref No.: R-2014-115
3) Preliminary Geotechnical Investigation - Proposed Commercial Development, 4337 and 4225 Strandherd Drive (Paterson Group Inc. dated November 1, 2012). File No.: PG2449-1R
2.0 EXISTING CONDITIONS
2.1 Topography & Drainage
The proposed site is currently undeveloped and consists of and open grassed area, which was formerly agricultural lands. Access to the site is provided via CitiGate Drive and Crosskey Place.
The site is relatively flat with a gentle slope from west to east, with overland flow being directed onto Crosskey Place. Refer to Figure 3 – Existing Conditions Plan for details.
2.2 Subsurface Conditions
For the CitiGate Hotel development, Paterson Group conducted a geotechnical investigation in support of a proposed development at this site with the details outlined in the Preliminary Geotechnical Investigation [3].
The field program for the geotechnical investigation was carried out in May 2012, consisting of 15 test pits excavated to a maximum depth of 7.6m. Soil samples were recovered from the walls of the test pits during excavation. Generally, the site consists of topsoil underlain by a silty sand to sandy silt, or a stiff to very stiff silty clay deposit, which is underlain by a glacial till layer, underlain by bedrock.
FALLOWFIELD RD
KENNEVALE DR
CAMBRIAN RD
MO
OD
IE D
R
MCKENNA CASEY DR
CE
DA
RV
IEW
RD
CE
DA
RV
IEW
RD
FALLOWFIELD RD
JOCKVALE RD
TARTAN DR
MARAVISTA DR
CN RAILWAY
GR
EE
NB
AN
K R
D
HIG
HW
AY
416STRANDHERD DR
SUBJECTLANDS
CITIG
ATE
DR
CROSSKEYS
PLACE STR
AN
DH
ER
D D
R
CITY OF OTTAWACITIGATE HOTEL4433 STRANDHERD DRIVE
118081OCT 2018 FIGURE 1b
KEY PLAN
SHT8X11.DWG - 216mmX278mm
C:\T
emp\
AcP
ublis
h_75
56\F
ig1B
-KP
.dw
g, K
EY
PLA
N, O
ct 2
4, 2
018
- 9:4
3am
, mm
ckeo
ugh
Engineers, Planners & Landscape Architects
Suite 200, 240 Michael Cowpland Drive
Ottawa, Ontario, Canada K2M 1P6
Telephone (613) 254-9643
Facsimile (613) 254-5867
Website www.novatech-eng.com
DC
DC
PROPOSED 6m
EASEMENT
PR
OP
OS
ED
6m
EA
SE
ME
NT
DC
DC
DC
DC
DC
DEEP
CO
LLEC
TIO
N W
ASTE
DIS
POSA
L CO
NTAI
NERS
SNO
W S
TORA
GE
BUIL
DIN
G A
REA
800
sm
(8,6
11.1
3 sf
.)
GFA
= 4,
800
sm (5
1,66
6.77
sf.)
PROPOSED HOTEL (PHASE I)
5 STOREY,99 ROOM
BUILDING AREA 1,105 sm (11,894 sf.)
GFA= 5,409.2 sm (58,224.4 sf.)
FUTU
RE
HO
TEL
(PH
ASE
II)
6 ST
OR
EY,
85 R
OO
M
C:\T
emp\
AcP
ublis
h_75
56\F
ig2-
SP
.dw
g, S
ITE
PLA
N, O
ct 2
4, 2
018
- 9:4
8am
, mm
ckeo
ugh
Engineers, Planners & Landscape Architects
Suite 200, 240 Michael Cowpland Drive
Ottawa, Ontario, Canada K2M 1P6
Telephone (613) 254-9643
Facsimile (613) 254-5867
Website www.novatech-eng.com
SHT8X11.DWG - 216mmx279mm
CITY OF OTTAWACITIGATE HOTEL4433 STRANDHERD DRIVE
SITE PLAN
118081OCT 2018 FIGURE 2
BLOCK 1
SUBJECT SITE(HOTEL - BLOCK 1)
CITIGATEDRIVE
CR
OSSKEYS
PLACE
FUTU
RE
CR
OS
SK
EY
SP
LAC
EBLOCK 16
LEGEND
O'KEEFE DRAIN
PROPERTY LINE
CITIGATEDRIVE
1 : 1000 400 2010 30
DC
DC
PROPOSED 6m
EASEMENT
PR
OP
OS
ED
6m
EA
SE
ME
NT
DC
DC
DC
DC
DC
DEEP
CO
LLEC
TIO
N W
ASTE
DIS
POSA
L CO
NTAI
NERS
SNO
W S
TORA
GE
BUIL
DIN
G A
REA
800
sm
(8,6
11.1
3 sf
.)
GFA
= 4,
800
sm (5
1,66
6.77
sf.)
PROPOSED HOTEL (PHASE I)
5 STOREY,99 ROOM
BUILDING AREA 1,105 sm (11,894 sf.)
GFA= 5,409.2 sm (58,224.4 sf.)
FUTU
RE
HO
TEL
(PH
ASE
II)
6 ST
OR
EY,
85 R
OO
M
C:\T
emp\
AcP
ublis
h_75
56\F
ig3-
EX
.dw
g, E
XIS
TIN
G C
ON
DIT
ION
S, O
ct 2
3, 2
018
- 3:5
9pm
, mm
ckeo
ugh
Engineers, Planners & Landscape Architects
Suite 200, 240 Michael Cowpland Drive
Ottawa, Ontario, Canada K2M 1P6
Telephone (613) 254-9643
Facsimile (613) 254-5867
Website www.novatech-eng.com
SHT8X11.DWG - 216mmx279mm
CITY OF OTTAWACITIGATE HOTEL4433 STRANDHERD DRIVE
EXISTING CONDITIONS PLAN
118081OCT 2018 FIGURE 3
BLOCK 1
CITIGATEDRIVE
CR
OSSK
EYS
PLAC
E
FUTU
RE
CR
OSS
KEY
SPL
AC
E
BLOCK 16
LEGEND
O'KEEFE DRAIN
PROPERTY LINE
CITIGATEDRIVE
1 : 1000 400 2010 30
SUBJECT SITE(HOTEL - BLOCK 1)
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 2
3.0 STORMWATER MANAGEMENT CRITERIA
The stormwater management criteria used in the design of the CitiGate Hotel have been based on the CitiGate Detailed Servicing Report [2], the City of Ottawa Sewer Design Guidelines (October 2012), and Technical Bulletins PIEDTB-2016-01, ISTB-2018-01, ISTB-2018-02, and ISTB-2018-03.
3.1 Minor System (Storm Sewers)
• Storm sewers are to be designed using the Rational Method for a 5-year return period;
• Underground storage chambers are to be provided to store runoff and attenuate peak flows which exceed the allowable release rates for at least the 2-year storm event;
• Ensure that the 100-year hydraulic grade line in the storm sewer is at least 0.3 m below the underside of footing (USF) elevations for both existing and proposed development.
3.2 Major System
• Provide on-site storage for storm runoff which exceeds the allowable minor system release rate from the site up to and including the 100-year design event;
• Ponding depths are not to exceed 0.35m (static + dynamic) and are not to be within 0.30m (vertical) to the nearest building opening;
• No surface ponding for storms up to and including the 2-year event.
3.3 Water Quality / Quantity Control
• Control post-development peak flows in the O’Keefe Drain to pre-development levels for all storms up to and including the 100-year storm event at all stages of development;
o Peak flows from the site must not exceed the allowable release rates as outlined in the CitiGate Detailed Servicing Report [2];
o On-site quantity control storage is to be provided for all storms up to and including the 100-year storm event;
• Provide and Enhanced level of water quality control corresponding to 80% long-term removal of total suspended solids (TSS) as per Ministry of the Environment (MOE) guidelines;
• Where possible, implement lot-level and conveyance best management practices to maximize the potential for water quality treatment.
3.4 Erosion and Sediment Control
• A qualified inspector should conduct daily visits during construction to ensure that the contractor is working in accord with the design drawings and that mitigation measures are being implemented as specified;
• Inserts are to be placed under the grates of all proposed and existing catchbasins and structures;
• After complete build-out, all sewers are to be inspected and cleaned and all sediment and construction fencing is to be removed.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 3
4.0 STORMWATER MANAGEMENT DESIGN
Storm servicing for the CitiGate Hotel development will be provided using a dual drainage system: Runoff will be stored and conveyed by an underground storage chamber system (minor system), while flows from large storm events which exceed the capacity of the minor system will be conveyed overland along defined overland flow routes (major system). Water quality treatment will be provided by a Stormceptor unit located upstream of the outlet to the O’Keefe Drain. Runoff from the site will outlet to the O’Keefe Drain at the crossing culvert under the intersection of Crosskeys Place and CitiGate Drive.
The site is to be developed in two phases, with the hotel and parking area along the western boundary of the site (nearest CitiGate Drive) to be developed first as Phase 1. The hotel and parking area along the eastern boundary of the site (nearest Crosskeys Place) to be developed later as Phase 2.
4.1 Storm Sewer Design (Minor System)
The proposed storm sewers have been designed using the Rational Method to convey peak flows associated with a 5-year return period. The storm sewer design sheet is provided in Appendix A. The corresponding Storm Drainage Area Plan (118081-STM) is provided in Appendix C.
4.1.1 Allowable Release Rates
As outlined in the CitiGate Detailed Servicing Report [2], the private sites to the east of the O’Keefe Drain (which includes the Hotel site) are to be designed to provide sufficient on-site storage to ensure that peak flows are maintained to below pre-development levels at all stages of development. Per-hectare release rates and on-site storage requirements (based on an average imperviousness of 85%) are outlined in the following table, from the Servicing Report [2]:
Table 4.1: Allowable Release Rates & Required On-Site Storage
Design Event Release Rate
(L/s/ha)
2-yr Event 20
5-yr Event 35
10-yr Event 45
25-yr Event 64
50-yr Event 75
100-yr Event 126
* Based on 85% imperviousness
As the site is 1.0ha, the flow rates outlined in Table 4.1 are the exact allowable release rates for the CitiGate Hotel development.
An excerpt from the CitiGate Detailed Servicing Report [2] has been provided for reference in
Appendix A.
4.1.2 Outlet Orifice Controls
Outflows to the proposed water quality unit and ultimately the O’Keefe Drain will be controlled using orifices sized to restrict the flow from the hotel to the allowable release rates for each storm event. This will result in some surface ponding in the parking areas during larger storm events (10-year and larger). Orifice controls are to be installed in CBMH01 to control runoff from the parking areas, and landscape catchbasin T-03 to control runoff from the grassed areas to the west of the hotel building, adjacent to CitiGate Drive.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 4
4.1.3 Water Quality Controls
As outlined in the CitiGate Detailed Servicing Report [2], a Stormceptor STC5000 has been
installed at the outlet for Block 1 to the O’Keefe Drain. An excerpt from this report, as well as
supporting calculations for the water quality unit sizing have been provided for reference in
Appendix A.
4.1.4 Upstream Drainage Areas
To the north of the proposed hotel development is the remainder of Block 1, which is to be
developed at a later date. To convey runoff from this area to the Block 1 water quality unit and
eventually to the O’Keefe Drain, a sewer is to be installed along the southeastern boundary of the
hotel site, adjacent to Crosskeys Place.
4.2 On-Site Storage
A total storage volume of approximately 390m3 can be provided across the entire 1.0ha site by a
combination of surface storage, rooftop storage, and underground storage.
4.2.1 Overland Flow and Surface Storage (Major System)
The parking areas have been designed to store runoff from storms that exceed the capacity of the underground storage chambers at each catchbasin/ catchbasin manhole inlet. The site has been graded to ensure that ponding is confined within the parking areas at a maximum depth of 0.35 m (static ponding + dynamic flow). An overland flow path has been provided to ensure that runoff from extreme storm events that exceed the available storage can be safely directed onto the surrounding roadways.
The stage-storage curves for each inlet were calculated using Autodesk Civil 3D software, based on the proposed surface shown on the Grading Plan (118081-GR). The Cut/Fill Report from the Civil 3D model is provided in Appendix A. Based on the Cut/Fill report, approximately 211 m3 of storage is available (total) within the low-points of the parking area.
4.2.2 Rooftop Storage and Controls
Runoff from the hotel roof will be attenuated by the use of four (4) Watts flow control roof drains, and storage for runoff which exceeds the flow rate of these drains will be provided on the roof surface. Manufacturer specifications for the proposed roof drains have been provided in Appendix A.
4.2.3 Underground Storage Chambers (StormTech SC-740)
As the allowable release rates for each storm event are quite restrictive, underground storage will be required to attenuate runoff from the site, to ensure the allowable release rates for all storm events is not exceeded. An underground storage system, using StormTech’s SC-740 chambers is to be installed under the parking area, between MH106 and CBMH101, to the west of CB01. The 40 underground storage chambers will provide 85 m3 of storage. Refer to Appendix A for the further details and the proposed layout of underground storage units.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 5
5.0 HYDROLOGIC & HYDRAULIC MODELING
The City of Ottawa Sewer Design Guidelines (October 2012) requires hydrologic modeling for all dual drainage systems. The performance of the proposed storm drainage system for Phase 2 of the Bridlewood Trails subdivision was evaluated using the PCSWMM hydrologic/ hydraulic model.
The PCSWMM model schematics and 100-year model output data are provided in Appendix B. Digital copies of the modeling files and model output for all storm events are provided on the enclosed CD.
5.1 Design Storms
The hydrologic analysis was completed using the following synthetic design storms and historical storms. The IDF parameters used to generate the design storms were taken from the Ottawa Design Guidelines - Sewer (November 2004).
Chicago Storms: SCS Type II Storms: 25mm 4-hour Chicago storm 2-year 12-hour SCS Type II storm 2-year 3-hour Chicago storm 5-year 12-hour SCS Type II storm
5-year 3-hour Chicago storm 100-year 12-hour SCS Type II storm 100-year 3-hour Chicago storm
100-year 3-hour +20% Chicago storm
The 3-hour Chicago distribution generates the highest peak flows for both the minor and major systems and was determined to be the critical storm distribution for the design of the storm drainage system.
To determine the water quality requirements of the site, the model was also run using the 4-hour 25mm Chicago storm event, as per MOE guidelines.
The proposed drainage system has also been stress tested using a 3-hour Chicago design storm that has a 20% higher intensity and total volume compared to the 100-year event.
5.2 Model Development
The PCSWMM model has been developed to account for both minor and major system flows from the hotel development and ensure no adverse impacts on the O’Keefe Drain. The results of the analysis were used to:
• Determine the total major and minor system runoff from the site;
• Determine the required underground storage volume;
• Calculate the storm sewer hydraulic grade line for the 100-year storm event;
• Evaluate overland flow depths and ponding volumes during the 100-year event.
Although the site is to be developed in two phases, the model was built assuming full build-out of the site and includes both Phase 1 and Phase 2 of the proposed development. This was done to properly size the required underground storage chambers and outlet control orifices, as they are to attenuate and control the runoff from both phases of development. In terms of roof storage available on the roof of the building in Phase 2, similar assumptions were made as outlined in Section 4.3. These assumptions will be refined at the Draft Plan stage for Phase 2.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 6
Infiltration
Infiltration losses for all catchment areas were modeled using Horton’s infiltration equation, which defines the infiltration capacity of the soil over the duration of a precipitation event using a decay function that ranges from an initial maximum infiltration rate to a minimum rate as the storm progresses. The default values for the City of Ottawa were used for all catchments.
Horton’s Equation: Initial infiltration rate: fo = 76.2 mm/hr f(t) = fc + (fo – fc)e-k(t) Final infiltration rate: fc = 13.2 mm/hr
Decay Coefficient: k = 4.14/hr
Depression Storage
The default values for depression storage in the City of Ottawa were used for all catchments.
• Depression Storage (pervious areas): 4.67 mm
• Depression Storage (impervious areas): 1.57 mm
The hotel rooftops are flat and will provide some depression storage.
Equivalent Width
‘Equivalent Width’ refers to the width of the sub-catchment flow path. This parameter (Table 5.1) is calculated as described in the Sewer Design Guidelines, October 2012, Section 5.4.5.6.
Impervious Values
Percent Impervious values for each subcatchment area were calculated based on the proposed site plan. Refer to the Storm Drainage Area Plan (118081-STM) for details.
5.2.1 Storm Drainage Areas
For modeling purposes, the CitiGate Hotel lands have been divided into subcatchments based on the drainage areas tributary to each inlet of the proposed storm sewer system. The catchment areas are shown on the Grading Plan (118081-GR) in Appendix C.
The hydrologic parameters for each subcatchment were developed based on the Concept Plan (Figure 2) and the Stormwater Management Plans specified above. An overview of the modeling parameters is provided in Table 5.1.
Table 5.1: Hydrologic Modeling Parameters
Area ID Catchment
Area Percent
Impervious No
Depression Equivalent
Width Average
Slope
(ha) (%) (%) (m) (%)
Phase 1
01 0.08 86% 0% 71 1.50
02 0.13 93% 0% 62 1.50
03 0.03 14% 0% 64 1.50
04 0.04 14% 0% 8 1.50
05 0.01 14% 0% 58 1.50
06 0.05 14% 0% 78 1.50
07 0.11 100% 100% 63 0.50
08 0.12 96% 0% 38 1.50
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 7
Area ID Catchment
Area Percent
Impervious No
Depression Equivalent
Width Average
Slope
(ha) (%) (%) (m) (%)
09 0.14 76% 0% 29 1.50
15 0.00 100% 0% 45 1.50
16 0.00 14% 0% 2 0.50
Phase 2
10 0.14 84% 0% 58 1.50
11 0.08 100% 100% 1 1.50
12 0.03 14% 0% 2 0.50
13 0.06 84% 0% 21 1.50
14 0.00 50% 0% 27 1.50
Block 1 External
Block 01-EXT 2.51 85% 25% 150 0.50
TOTAL: 3.51
5.3 Minor System Design and Analysis
The following sections outline the model parameters and results of the PCSWMM model,
pertaining to the minor system (storm sewers).
5.3.1 Orifice Controls
Inflows to the storm sewer were modeled based on the characteristics of each inlet. All the catchbasins in the parking area for the hotel are located at low points. Inflows to the storm sewer are based on the orifice specified for the inlet and the maximum depth of ponding. Orifices have been sized to limit the outlet peak flows. Details are outlined as follows in Table 5.2.
Within CBMH01 are two (2) orifice controls. The smaller of the two (75mm) is located near the bottom of the structure and is intended to control the 2-year peak flows. The larger orifice (110mm) is located approximately 1.4m above the first orifice and is intended to control peak flows for larger storm events (5-year and larger). The 110mm orifice will outlet to an external drop-pipe from CBMH01 to the outlet pipe.
Table 5.2: Orifice Parameters
Structure
ICD Size & Inlet Rate
Diameter (mm)
T/G (m)
Orifice Invert
(m)
Max Head (m)
2-yr Orifice Peak Flow*
(L/s)
5-yr Orifice Peak Flow*
(L/s)
100-yr Orifice Peak Flow*
(L/s)
CBMH01 75
97.90 96.21 1.69 11 15 17
92 97.35 0.35 0 8 19
T-03 83 98.07 96.35 1.72 2 7 16
The 2-year orifice (75mm) in CBMH01 is smaller than the standard 83mm, to accommodate the required flow restrictions. As noted in the 2017 City of Ottawa Sewer Material Specifications in Section 18.4, “Smaller diameters are permitted on private property only, but are not recommended unless the owner is prepared to compensate with increased unplugging demands.” This section of the specifications has been provided in Appendix B for reference.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 8
The 75mm orifice is not significantly smaller than the recommended minimum diameter of 83mm and should not present a significant increase in risk of plugging. Orifices specified at outlet manholes are indicated on the General Plan of Services (118081-GP).
5.3.2 Roof Drains
The hotel rooftop was simulated in PCSWMM based on an outlet rating curve for the proposed roof drains and using a storage node to represent the available storage provided by the roof surface. It has been assumed that the hotel roof will have four drains, with an area of approximately 0.025ha tributary to each. The drains are to be set at ¾ open, giving the flow rates outlined in Table 5.3 for a single drain (converted from inches and gallons per minute). For modeling purposes, a single outlet link for each roof has been used, with the flow rates below multiplied by 4 to give the total flow from all drains.
Table 5.3: Watts Roof Drain Rating Curve (single drain)
Head (m)
Flow Rate (L/s)
0.000 0.00
0.025 0.32
0.051 0.63
0.076 0.87
0.102 1.10
0.127 1.34
0.152 1.58
As per the outlet links in the PCSWMM model, the available storage and flow rating curve for the roof drains has been multiplied by the number of drains on each roof (4 for Phase 1, 3 for Phase 2), and the storage lumped into a single storage node. Approximately 55m3 of storage can be provided by the hotel rooftop, and roughly 40m3 can be provided by the rooftop of the building in Phase 2. Table 5.4 summarizes the controlled post-development design flows from the building rooftop, the maximum anticipated ponding depths, storage volumes required, and the storage volumes provided for the 5-year and 100-year storm events. The hotel roof will provide sufficient storage for all storm events, with the exception of the stress test event. During the 100-year +20% event, flows exceeding the available storage will overflow through the scuppers and onto the ground surface below, where it will be conveyed to storm sewer inlets via the major system flow routes.
Table 5.4: Roof Drain Design Flow (4 Drains)
Area ID
Roof Drain Type
Setting
1:5 - Year Event 1:100 - Year Event
Head (m)
Flow (L/s)
Vol (m3)
Head (m)
Flow (L/s)
Vol (m3)
Hotel Roof (PH1)
Watts Roof Drains -
Adjustable (4)
3/4 Open
0.11 4.8 23.0 0.14 5.9 45.2
Hotel Roof (PH2)
Watts Roof Drains -
Adjustable (3)
3/4 Open
0.11 3.6 17.0 0.14 4.4 33.1
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 9
5.3.3 Peak Flows
The modeled peak flows at the outlet of the development (STMH 902) for each storm event (25mm, 2-year to 100-year+20%) are summarized in Table 5.5. The results of this analysis indicate that the allowable release rates will be met for each storm event.
Table 5.5: Minor System Peak Flows at Outlets
Storm Distribution-> 4-hour 3-hour
Return Period-> 25mm 2yr 5yr 10yr 25yr 50yr 100yr
STMH 902 Allowable N/A 20 35 45 64 75 126
Actual 16 20 38 49 54 57 60
The results of the PCSWMM analysis indicate that outflows from the proposed development will not exceed the allowable release rate for all storm events, apart from the 5-year and 10-year events. The slight increase in flows during these storm events is not anticipated to have an adverse impact on the O’Keefe Drain.
5.3.4 Hydraulic Grade Line
The results of the analysis were used to determine if there would be any surcharging from the storm sewer system during the 100-year storm event.
The Table 5.6 provides a summary of the 100-year HGL elevation at each storm manhole within the proposed development, as well as a summary of the HGL elevations for a 20% increase (rainfall intensity and total precipitation) in the 100-year design event.
Table 5.6: Storm Sewer Hydraulic Grade Line
Manhole ID
MH Invert Elevation
T/G Elevation
HGL Elevation T/G Clearance
100-year 100-year+20% 100-year 100-year+20%
(m) (m) (m) (m) (m) (m)
100 95.63 97.93 96.03 96.03 1.90 1.90
102 95.94 98.00 96.10 96.10 1.90 1.90
104 96.05 97.96 96.20 96.21 1.76 1.75
106 96.25 98.21 98.09 98.15 0.12 0.06
108 96.42 98.20 98.09 98.15 0.11 0.05
110 96.64 98.05 98.09 98.15 -0.04 -0.10
The results of the HGL analysis and the stress testing indicates that there will be minor surcharging to the ground surface at MH110 (located in Phase 2) during the 100-year and 100-year+20% storm events. This is not anticipated to be an issue, as the parking lot is intended to provide storage during large storm events, MH110 is located within the ponding area for CB04, and the building service leads for each of the hotels are connected to the storm sewer system downstream of the orifice controls and will not surcharge.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 10
5.3.5 Upstream Drainage Areas
The area to the north of the proposed hotel development, along with the sewer to convey flows
from this area to the Block 1 outlet have been included in the PCSWMM model for the hotel
development. As this sewer connects downstream of the orifice controls for the hotel
development, it is expected that flows from the hotel development will have no effect on the
operation of the sewer for the adjacent development, and vice versa.
5.4 Major System Design and Analysis
Catchbasins and catchbasin manholes were modeled as storage nodes to account for the surface storage provided by the parking areas of the hotel development, and the storage provided by the structure itself. The storage nodes are interconnected using short rectangular open channels to simulate flows cascading over high points when the available static storage is exceeded. Available ponding depths and volumes are provided in Table 5.7.
The major system network was evaluated using the PCSWMM model to ensure that the ponding depths conform to City standards. A summary of ponding depths and volumes for the 100-year event is provided in Table 5.7. Ponding volumes and depths for all storm events (2yr- 100yr+20%) are provided in Appendix B. There will be no ponding during the 2-year event, and ponding that occurs for larger storm events (10-year and greater) will not be present by the end of the event.
Table 5.7: Ponding Depths at Catchbasins (100yr Event)
Structure T/G
Max. Static Ponding (Spill Depth)
100-yr Event (4hr)
Elev. Depth Volume Elev. Depth Cascading
Flow? Cascade
Depth Volume
(m) (m) (m) (m3) (m) (m) (Y/N) (m) (m3)
CB01 97.90 98.17 0.27 27 98.09 0.19 N 0.00 13
CB02 97.94 98.24 0.30 13 98.10 0.16 N 0.00 4
CB03 97.90 98.20 0.30 67 98.10 0.20 N 0.00 28
CB04 97.90 98.16 0.26 33 98.09 0.19 N 0.00 18
CBMH01 97.90 98.20 0.30 35 98.09 0.19 N 0.00 21
CBMH02 97.90 98.20 0.30 35 98.10 0.20 N 0.00 15
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 11
6.0 EROSION AND SEDIMENT CONTROL
Erosion and sediment control measures will be implemented during construction in accordance with the “Guidelines on Erosion and Sediment Control for Urban Construction Sites” (Government of Ontario, May 1987).
Typical erosion and sediment control measures recommended include, but are not limited to, the use of silt fences around perimeter of site (OPSD 219.110), catch basin inserts under catch basin/maintenance hole lids, heavy duty silt fence barrier (OPSD 219.130), straw bale check dams (OPSD 219.180), rock check dams (219.210 or OPSD 219.211), riprap (OPSS 511), mud mats, silt bags for dewatering operations, topsoil and sod to disturbed areas and natural grassed waterways. Dewatering and sediment control techniques will be developed for the individual situations based on the above guidelines and utilizing typical measures to ensure erosion and sediment control is controlled in an acceptable manner and there is no negative impact to adjacent Lands, water bodies or water treatment/conveyance facilities.
It will be the responsibility of the Contractor to submit a detailed construction schedule and appropriate staging, dewatering and erosion and sediment control plans to the Contract Administrator for review and approval prior to the commencement of work. A copy of the City of Ottawa Special Provision F-1005 is included in the Design Brief [1] which will become part of any contract and which outlines the contractual requirements which includes preparation of a detailed erosion and sediment control plan.
General
• All erosion and sediment control measures are to be installed to the satisfaction of the engineer, the municipality and the conservation authority prior to undertaking any site alterations (filling, grading, removal of vegetation, etc.) and remain present during all phases of site preparation and construction.
• A qualified inspector, provided by the owner, should conduct daily visits during construction to ensure that the contractor is working in accordance with the design drawings and that mitigation measures are being implemented as specified.
o A light duty silt fence barrier is to be installed in the locations shown on the Erosion and Sediment Control Plan.
o Rock check dams and/or straw bales are to be installed in drainage ditches.
o Catch basin inserts are to be placed under the grates of all proposed and existing catchbasins and structures.
o After complete build-out, all sewers are to be inspected and cleaned and all sediment and construction fencing is to be removed.
• The contractor shall ensure that proper dust control is provided with the application of water (and if required, calcium chloride) during dry periods.
• The contractor shall immediately report to the engineer or inspector any accidental discharges of sediment material into any ditch or sewer system. Appropriate response measures shall be carried out by the contractor without delay.
The contractor acknowledges that failure to implement erosion and sediment control measures may result in penalties imposed by any applicable regulatory agency.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 12
7.0 CONCLUSIONS
The stormwater management design for the CitiGate Hotel development conforms to the criteria established as part of this report. The conclusions based on the results of the stormwater management analysis are as follows:
Storm Drainage / Conveyance
• Storm sewers (minor system) have been designed to convey the uncontrolled 5-year peak flow using the Rational Method.
• The site has been graded to provide surface storage at low points within the parking areas.
o There will be no ponding in the parking areas during the 2-year storm event.
o Ponding depths will not exceed 0.30m for all storms up to and including the 100-year event.
Stormwater Management
• Water quality control will be provided by a OGS unit at the outlet manhole to the O’Keefe Drain.
• On-site quantity control storage will be provided by underground storage chambers and low points within the parking areas;
o Underground storage systems have been designed to attenuate flows for all storm events up to and including the 100-year event;
o Flow attenuation for the site will be provided by two orifices on the downstream side of CBMH01, and a single orifice on the downstream side of landscape catchbasin T-03.
• The post-development peak flows from the CitiGate Hotel site will have no adverse impact on the O’Keefe Drain.
Erosion and Sediment control
• Erosion and sediment control measures (i.e. filter fabric, silt fences, etc.) will be implemented prior to construction and are to remain in place until vegetation is established.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech Page 13
The preceding report is respectfully submitted for review and approval. Please contact the undersigned should you have questions or require additional information.
NOVATECH Prepared by: Reviewed by:
Kallie Auld, P.Eng. Michael Petepiece, P.Eng. Project Coordinator | Water Resources Senior Project Manager | Water Resources
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech
Appendix A SWM Calculations
Storm Sewer Design Sheet
Cut/Fill Report – Volume Summary
Roof Drain Specifications
StormTech SC-740 Specifications
Stormceptor Specifications
CitiGate Detailed Servicing [2] Excerpt
Cut/Fill Report
Generated: 2018-10-15 16:19:24
By user: rgrayton
Drawing: M:\2018\118081\CAD\Design\M:\2018\118081\CAD\Design\118081-GR.dwg
Volume Summary
Name TypeCut
Factor
Fill
Factor2d Area(sq.m)
Cut(Cu. M.)
Fill(Cu. M.)
Net(Cu. M.)
VOL
CBMH2
POND
full 1.00 1.00 343.39 0.00 34.98 34.98<Fill>
VOL
CB1
POND
full 1.00 1.00 270.20 0.01 25.41 25.40<Fill>
VOL
CB2
POND
full 1.00 1.00 126.89 0.00 12.00 12.00<Fill>
VOL
CB4
POND
full 1.00 1.00 351.15 0.00 32.56 32.56<Fill>
VOL
CB3
POND
full 1.00 1.00 631.06 0.09 66.25 66.17<Fill>
VOL
CBMH1
POND
full 1.00 1.00 412.55 0.00 39.79 39.79<Fill>
Totals
2d Area(sq.m)
Cut(Cu. M.)
Fill(Cu. M.)
Net(Cu. M.)
Total 2135.24 0.10 210.99 210.89<Fill>
* Value adjusted by cut or fill factor other than 1.0
Page 1 of 1
10/15/2018file:///C:/Users/rgrayton/AppData/Local/Temp/CutFillReport.xml
Tag:ADJUSTABLE ACCUTROL (for Large Sump Roof Drains only)
For more flexibility in controlling flow with heads deeper than 2", Watts Drainage offers the Adjustable Accutrol.The Adjustable Accutrol Weir is designed with a single parabolic opening that can be covered to restrict flow above2" of head to less than 5 gpm per inch, up to 6" of head. To adjust the flow rate for depths over 2" of head, set the slot in the adjustable upper cone according to the flow rate required. Refer to Table 1 below.Note: Flow rates are directly proportional to the amount of weir opening that is exposed.
EXAMPLE:
For example, if the adjustable upper cone is set to cover 1/2 of the weir opening, flow rates above 2"of head will be restricted to 2-1/2 gpm per inch of head.
Therefore, at 3"of head, the flow rate through the Accutrol Weir that has 1/2 the slot exposed will be:[5 gpm (per inch of head) x 2 inches of head ] + 2-1/2 gpm (for the third inch of head) = 12-1/2 gpm.
Adjustable Accutrol Weir Adjustable Flow Controlfor Roof Drains
ES-WD-RD-ACCUTROLADJ-CAN 1615 © 2016 Watts
Job Name ––––––––––––––––––––––––––––––––––––––––––– Contractor ––––––––––––––––––––––––––––––––––––––––––––
Job Location ––––––––––––––––––––––––––––––––––––––––– Contractor’s P.O. No. ––––––––––––––––––––––––––––––––––
Engineer ––––––––––––––––––––––––––––––––––––––––––––– Representative –––––––––––––––––––––––––––––––––––––––––
USA: Tel: (800) 338-2581 • Fax: (828) 248-3929 • Watts.comCanada: Tel: (905) 332-4090 • Fax: (905) 332-7068 • Watts.caLatin America: Tel: (52) 81-1001-8600 • Fax: (52) 81-8000-7091 • Watts.com
A Watts Water Technologies Company
Watts product specifications in U.S. customary units and metric are approximate and are provided for reference only. For precise measurements, please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction, specifications, or materials without prior notice and without incurring any obligation to make such changes and modifications on Watts products previously or subsequently sold.
Weir Opening Exposed
1" 2" 3" 4" 5" 6"
Flow Rate (gallons per minute)
Fully Exposed 5 10 15 20 25 30
3/4 5 10 13.75 17.5 21.25 25
1/2 5 10 12.5 15 17.5 20
1/4 5 10 11.25 12.5 13.75 15
Closed 5 5 5 5 5 5
Large SumpAccutrol
2-1/4"(57)
6"(152)
6-5/16"(160)
7/8"(22)
1-7/8"(48)7-1/2"(191) DIA
Adjustable Upper Cone
FixedWeir
1/2 Weir Opening Exposed Shown Above
TABLE 1. Adjustable Accutrol Flow Rate Settings
Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 8
StormTech SC-740 Chamber
90.7" (2300 mm)
51.0" (1295 mm)
85.4" (2170 mm) INSTALLED
ACCEPTS 4" (100 mm) SCH 40 PIPE FOR OPTIONALINSPECTION PORT
30.0"(762 mm)
8"(200 mm) 24" (600 mm) DIA. MAX
SC-740 End CapSC-740 Chamber
StormTech SC-740 Chamber (not to scale)Nominal Chamber Specifications
Size (L x W x H) 85.4" x 51.0" x 30.0" (2170 x 1295 x 762 mm)
Chamber Storage 45.9 ft3 (1.30 m3)
Min. Installed Storage* 74.9 ft3 (2.12 m3)
Weight 74.0 lbs (33.6 kg)
Shipping
30 chambers/pallet
60 end caps/pallet
12 pallets/truck
Designed to meet the most stringent industry performance standards for superior structural integrity while providingdesigners with a cost-effective method to save valuableland and protect water resources. The StormTech system is designed primarily to be used under parkinglots thus maximizing land usage for commercial and municipal applications.
SC-740 Chamber
*Assumes 6" (150 mm) stone above, below and between chambers and 40% stone porosity.
9 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information.
StormTech SC-740 Chamber
42 (1067) 45.90 (1.300) 74.90 (2.121)41 (1041) 45.90 (1.300) 73.77 (2.089)40 (1016) 45.90 (1.300) 72.64 (2.057)39 (991) 45.90 (1.300) 71.52 (2.025)38 (965) 45.90 (1.300) 70.39 (1.993)37 (948) 45.90 (1.300) 69.26 (1.961)36 (914) 45.90 (1.300) 68.14 (1.929)35 (889) 45.85 (1.298) 66.98 (1.897)34 (864) 45.69 (1.294) 65.75 (1.862)33 (838) 45.41 (1.286) 64.46 (1.825)32 (813) 44.81 (1.269) 62.97 (1.783)31 (787) 44.01 (1.246) 61.36 (1.737)30 (762) 43.06 (1.219) 59.66 (1.689)29 (737) 41.98 (1.189) 57.89 (1.639)28 (711) 40.80 (1.155) 56.05 (1.587)27 (686) 39.54 (1.120) 54.17 (1.534)26 (660) 38.18 (1.081) 52.23 (1.479)25 (635) 36.74 (1.040) 50.23 (1.422)24 (610) 35.22 (0.977) 48.19 (1.365)23 (584) 33.64 (0.953) 46.11 (1.306)22 (559) 31.99 (0.906) 44.00 (1.246)21 (533) 30.29 (0.858) 41.85 (1.185)20 (508) 28.54 (0.808) 39.67 (1.123)19 (483) 26.74 (0.757) 37.47 (1.061)18 (457) 24.89 (0.705) 35.23 (0.997)17 (432) 23.00 (0.651) 32.96 (0.939)16 (406) 21.06 (0.596) 30.68 (0.869)15 (381) 19.09 (0.541) 28.36 (0.803)14 (356) 17.08 (0.484) 26.03 (0.737)13 (330) 15.04 (0.426) 23.68 (0.670)12 (305) 12.97 (0.367) 21.31 (0.608)11 (279) 10.87 (0.309) 18.92 (0.535)10 (254) 8.74 (0.247) 16.51 (0.468)9 (229) 6.58 (0.186) 14.09 (0.399)
Depth of Water Cumulative Total System in System Chamber Storage Cumulative Storage
Inches (mm) Ft3 (m3) Ft3 (m3)
SC-740 Cumulative Storage Volumes Per ChamberAssumes 40% Stone Porosity. Calculations are BasedUpon a 6" (150 mm) Stone Base Under the Chambers.
StoneCover
Note: Add 1.13 cu. ft. (0.032 m 3) of storage for each additionalinch (25 mm) of stone foundation.
Amount of Stone Per Chamber
Note: Assumes 6" (150 mm) of row separation and 18" (450 mm) ofcover. Volume of excavation will vary as depth of cover increases.
Volume of Excavation Per Chamber yd3 (m3)Stone Foundation Depth
6" (150 mm) 12" (300 mm) 18" (450 mm)StormTech SC-740 5.5 (4.2) 6.2 (4.7) 6.8 (5.2)
Note: Assumes 6" (150 mm) of stone above chambers, 6" (150 mm)row spacing and 40% porosity.
Storage Volume Per Chamber ft3 (m3)Bare Chamber and Stone
Chamber Stone Foundation DepthStorage in. (mm)ft3 (m3) 6 (150) 12 (300) 18 (450)
StormTech SC-740 45.9 (1.3) 74.9 (2.1) 81.7 (2.3) 88.4 (2.5)
Note: Assumes 6" (150 mm) of stone above, and between chambers.
Stone Foundation DepthENGLISH TONS (yd3) 6" 12" 18" StormTech SC-740 3.8 (2.8 yd3) 4.6 (3.3 yd3) 5.5 (3.9 yd3)
METRIC KILOGRAMS (m3) 150 mm 300 mm 450 mmStormTech SC-740 3450 (2.1 m3) 4170 (2.5 m3) 4490 (3.0 m3)
8 (203) 4.41 (0.125) 11.66 (0.330)7 (178) 2.21 (0.063) 9.21 (0.264)6 (152) 0 6.76 (0.191)5 (127) 0 5.63 (0.160)4 (102) 0 4.51 (0.125)3 (76) 0 3.38 (0.095)2 (51) 0 2.25 (0.064)1 (25) 0 1.13 (0.032)
Depth of Water Cumulative Total System in System Chamber Storage Cumulative Storage
Inches (mm) Ft3 (m3) Ft3 (m3)
Stone Foundation
SC-740 Cumulative Storage Volumes Per Chamber (cont.)
www.stormtech.com│20 Beaver Road│Suite 104│Wethersfield│Connecticut│06109│888.892.2694│fax 866.328.8401
Project: CitiGate Hotel - 118081 **PRELIM**By: Kallie Auld
Units: Metric Point of ContactDate: Oct-18
System RequirementsRequired Storage Volume 85 cubic metersSelect Stormtech Chamber System SC-740Stone Porosity (Industry Standard = 40%) 40%
Stone Foundation Depth 150 mm
Storage Volume Per Chamber 2.12 cubic meters
Avg Cover over Chambers (460mm min. & 2440mm max.) 460 mm 30 in (762 mm)
Number of Chambers Required 40 Each 6 in (150 mm)Required Bed Size 147 square metersTons of Stone Required 174 TonnesVolume of Excavation 202 cubic metersArea of Filter Fabric 444 square meters# of End Caps Required 6 EachLength of ISOLATOR ROW 36.89 mISOLATOR FABRIC 55 square meters
Is the limiting dimension for the bed the width or length? lengthControlled by Width (Rows) Controlled by Length
Width 50 m Length 40 m
# of Chambers Long - EA # of Chambers Long 17 EA# of Rows - EA # of Rows 3 EA
Actual Length - m Actual Length 37.99 mActual Width - m Actual Width 4.79 m
11 of the chambers rows will contain only 16 chambersMaterial Estimate
To use this sheet: Please enter data into the blue and green cells. If switching between Imperial and Metric units please check thecorrect units and data is input in the green cells.
Please call StormTech @ 888-892-2694 for conceptual cost estimates.
6" (150 mm) MIN.
6" MIN. 12" MIN. TYP.
PAVEMENT 18" (460 mm)MIN.
96" (2440 mm)MAX.
FOR UNPAVED INSTALLATION WHERE RUTTING FROMVEHICLES MAY OCCUR, INCREAST COVER TO 24" MINIMUM.
Citi Gate (416 Lands)
Job Number: 109203
Water Quality Treatment Unit Specifications (Areas East of the O'Keefe Drain)
Outfall Area(1) Unit Make / Model Unit Location Oil / Sediment Capacity Total Holding Capacity Max. Treatment Flow Rate
Location (ha) (Vortechnics / Stormceptor) (MH ID) (m3) (m
3) (L/s)
Nortel Dr. Unit #1A 0.59 57% Vortechnics 5000 in-line STM MH 206 1.383 / 2.450 7.731 240
Crosskey Pl. Unit #1B 0.71 57% Vortechnics 5000 in-line STM MH 300A 1.383 / 2.450 7.731 240
Systemhouse St. Unit #2 0.35 57% Vortechnics 3000 in-line STM MH 408 0.853 / 1.380 4.672 125
Dealership St. & Philsar St. Unit #3 0.86 57% Vortechnics 4000 in-line STM MH 602 1.105 / 1.840 6.116 175
Block 16 Unit #4 2.5 85% Stormceptor STC 3000 STM MH 900 2.890 / 11.965 15.270 30
Block 1 Unit #5 3.52 85% Stormceptor STC 5000 STM MH 902 3.360 / 20.940 24.710 50
Block 2 Unit #6/7 12.04 85% Stormceptor STC 9000 x2 STM MHs 904 / 904A 10.555 / 32.980 (x2) 44.355 (x2) 100
Block 3 Unit #8 5.28 85% Stormceptor STC 9000 STM MH 906 10.555 / 32.980 44.355 100
Block 4 Unit #9 3.41 85% Stormceptor STC 4000 STM MH 908 3.360 / 16.490 20.255 50
Blocks 5 & 6 Unit #10 3.49 85% Stormceptor STC 4000 STM MH 910 3.360 / 16.490 20.255 50(1 )
Refer to the Storm Drainage Area Plans (109203-CG-STM1 and 109203-CG-STM2)
Unit ID % Impervious
Treatment Units for Public Roads (Vortechnics)
Treatment Units for Private Sites (Stormceptors)
Date: 09/01/2015 M:\2009\109203\Citi Gate\DATA\Calculations\SWM\2015Jan9 - MOE\WQT Unit Specifications.xlsx
Stormceptor Design Summary - 1/2
Stormceptor Design SummaryPCSWMM for Stormceptor
Project InformationDate 06/12/2013Project Name Oil/Grit Separator #5Project Number 109203 - Citi Gate (416) LandsLocation Block 1
Designer Information
Company Novatech EngineeringConsultants Ltd.
Contact Conrad Stang, M.A.Sc., P.Eng.
Rainfall
NameOTTAWAMACDONALD-CARTIER INT'LA
State ON
ID 6000
Years of Records 1967 to 2003
Latitude 45°19'N
Longitude 75°40'W
Notes
N/A
Water Quality ObjectiveTSS Removal (%) 80
Drainage AreaTotal Area (ha) 3.76
Imperviousness (%) 85
The Stormceptor System model STC 5000 achievesthe water quality objective removing 80% TSS for aCLOCA (clay, silt and sand) particle size distribution.
Upstream StorageStorage Discharge(ha-m) (L/s)
0 0
Stormceptor Sizing Summary
Stormceptor Model TSS Removal
%STC 300 51STC 750 65STC 1000 66STC 1500 66STC 2000 73STC 3000 74STC 4000 79STC 5000 80STC 6000 83STC 9000 86STC 10000 86STC 14000 89
Citi Gate – 416 Corporate Campus Detailed Servicing & Stormwater Management Report (Phase 1)
Novatech Page 31
Sediment Storage Areas
Sediment storage areas have been provided within the pond block in the vicinity of the forebays. The storage areas will be maintained as open grassed areas to allow for the temporary storage and drying of material removed from the pond during regular maintenance. The footprint of the sediment storage areas are approximately the same size as the forebays (based on the normal water level elevations). The sediment storage areas have been graded so that water draining from the excavated material will flow back into the SWM facility.
8.5 Stormwater Management for Areas East of the O’Keefe Drain
Stormwater management for the areas east of the O’Keefe Drain will be provided using on-site water quality and quantity controls. The proposed stormwater management strategy for the lands on the east side of the O’Keefe Drain has been designed to conform to the stormwater management targets identified in the EMP.
8.5.1 Water Quality
Water quality treatment units (eg. Vortechnics or equivalent) are proposed to provide treatment of storm runoff for the lands east of the O’Keefe Drain. Separate Vortechnics will be provided for the municipal roads and separate Stormceptors will be provided for each of the private sites. The models required to provide 80% TSS removal for each of the tributary drainage areas are provided in Table 8.12. Table 8.12: Water Quality Treatment Units
Outfall Location
Unit ID Area
(1)
(ha) %
Impervious Unit Model
(Vortechnics / Stormceptor)
Treatment Units for Public Roads (Vortechnics)
Nortel Dr. Unit #1A 0.59 57% Vortechnics 5000 in-line
Crosskey Pl. Unit #1B 0.71 57% Vortechnics 5000 in-line
Systemhouse St. Unit #2 0.35 57% Vortechnics 3000 in-line
Dealership St. & Philsar St. Unit #3 0.86 57% Vortechnics 4000 in-line
Treatment Units for Private Sites (Stormceptors)
Block 16 Unit #4 2.50 85% Stormceptor STC 3000
Block 1 Unit #5 3.52 85% Stormceptor STC 5000
Block 2 Unit #6/7 12.04 85% Stormceptor STC 9000 x2
Block 3 Unit #8 5.28 85% Stormceptor STC 9000
Block 4 Unit #9 3.41 85% Stormceptor STC 4000
Blocks 5 & 6 Unit #10 3.49 85% Stormceptor STC 4000 (1)
Refer to the Storm Drainage Area Plans (109203-CG-STM1 and 109203-CG-STM2)
The proposed treatment units have been sized to provide 80% TSS removal using a particle size distribution consisting of clay, silt and sand. The sizing of the stormceptors was performed using software (PCSWMM for Stormceptor) provided by the manufacturer (Imbrium Systems). The particle size distribution is based on the soil type specified in the geotechnical report (i.e. clay, silt, and sand). The output from the stormceptor sizing software is provided in Appendix E. The Vortechnic units were sized by Contech Engineered Solutions LLC. based on the 5-year flow rate and a mean particle size of 80 microns. Correspondence and design calculations for the Vortechnic units are provided in Appendix E.
Citi Gate – 416 Corporate Campus Detailed Servicing & Stormwater Management Report (Phase 1)
Novatech Page 32
8.5.2 Water Quantity
Public Roads
The storm sewers in the public right-of-ways will convey stormwater uncontrolled for storm events up to and including the 5-year storm event. For storm greater than the 5-year storm event, the public right-of-ways will provide approximately 100 m3/ha of storage within the road sags. While, peak flows from the right-of-ways will be higher than pre-development conditions, the SWM facility on the west-side of the O’Keefe Drain has been oversized to ensure that flows in the O’Keefe Drain do not exceed pre-development levels. Private Sites
The private sites east of the O’Keefe Drain will be designed to provide sufficient on-site storage to ensure that peak flows in the O’Keefe Drain are maintained to below pre-development levels at all stages of development. Per hectare release rates and on-site storage requirements (based on 85% impervious) are shown in Table 8.13. Table 8.13: SWM Targets for Areas East of the O’Keefe Drain
Design Event Release Rate On-Site Storage*
(L/s/ha) (m3/ha)
2-yr Event 20 179
5-yr Event 35 232
10-yr Event 45 267
25-yr Event 64 310
50-yr Event 75 333
100-yr Event 126 351
* Based on 85% imperviousness
Site-specific SWM reports will be required as part of the site plan application and detailed design of each individual site to demonstrate that the design adheres to the release rates listed in Table 8.13. Storage requirements will vary based on the imperviousness of each site. The allowable release rates for each Block are summarized in Table 8.14. Table 8.14: Allowable Release Rates for Areas East of the O’Keefe drain
Area Allowable Release Rate (L/s)
Block (ha) 2yr 5yr 10yr 25yr 50yr 100yr
Block 16 2.50 50 88 113 160 188 315
Block 1 3.51 70 123 158 225 263 442
Block 2 12.04 241 421 542 771 903 1,517
Block 3 5.30 106 186 239 339 398 668
Block 4 3.41 68 119 153 218 256 430
Blocks 5 & 6 3.49 70 122 157 223 262 440
Temperature Mitigation
Best-management practices for temperature mitigation are encouraged for development on the east side of the O’Keefe Drain. Examples of suitable BMPs are provided in Section 9.2.5.
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech
Appendix B PCSWMM Model
Modeling Parameters & Input Data:
Subcatchment Data
Orifice Control Curves
Sewer Materials Specifications Section 18.4
HGL Elevations
Ponding Volumes
Roof Drain Calculations
Schematics:
Overall Model Schematic
Design Storms:
Chicago Design Storms
CitiGate HotelPost-Development Model Parameters
(ha) (c ) (%) (%) (m) (m) (%)
01 0.078 0.80 86% 0% 18 71 1.50
02 0.127 0.85 93% 0% 18 62 1.50
03 0.027 0.30 14% 0% 12 64 1.50
04 0.035 0.30 14% 0% 10 8 1.50
05 0.008 0.30 14% 0% 21 58 1.50
06 0.045 0.30 14% 0% 18 78 1.50
07 0.110 0.90 100% 100% 22 63 0.50
08 0.121 0.87 96% 0% 21 38 1.50
09 0.140 0.73 76% 0% 10 29 1.50
15 0.001 0.90 100% 0% 10 45 1.50
16 0.004 0.30 14% 0% 23 2 0.50
10 0.141 0.79 84% 0% 10 58 1.50
11 0.080 0.90 100% 100% 8 1 1.50
12 0.028 0.30 14% 0% 20 2 0.50
13 0.058 0.79 84% 0% 13 21 1.50
14 0.003 0.55 50% 0% 13 27 1.50
Block 01-EXT 2.510 0.80 85% 25% 168 150 0.50
TOTAL: 3.516
Phase 2
Phase 1
Block 1 External
Flow Path
Length
Equivalent
Width
Average
SlopeArea ID
Catchment
Area
Percent
Impervious
Runoff
Coefficient
No
Depression
10/24/2018
PREPARED BY: NOVATECH
M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
CitiGate Hotel
Orifice Rating Curves
0
0.5
1
1.5
2
2.5
3
0.0 10.0 20.0 30.0 40.0
He
ad (
m)
Inlet Rate (L/s)
Orifice Plate ICD Rating Curves
75mm Orifice
83mm Orifice
92mm Orifice
Prepared By: Novatech Engineering Consultants
Date: 10/17/2018 M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
M.S. No: MS-18.4
DATE: March 2017 INLET CONTROL DEVICES (ICD’S)
Page: 1 of 2
\Mat Specifications\Sewer Mat Specifications\MS-18.4 – March 1, 2017
18.4.1 SCOPE
18.4.1.1 This specification covers the product requirements for inlet control devices (ICD’s).
18.4.1 DEFINITIONS
18.4.1.1 Definitions can be found in Material Specification MW-10.2.
18.4.1 INLET CONTROL DEVICES
18.4.1.1 Inlet control devices for catch basins to cover or insert into the CB lead and shall be vertical sliding type for removal for cleaning. Insertion types shall only be used for replacement of existing and shall incorporate a taper to ensure a tight fit. Both Vortex and orifice types with odour/floatable traps will be considered. For orifice types, round openings are preferred over notched bottom types for uninhibited removal of flushing hoses.
18.4.1.2 Head vs Flow data for each size/type of ICD to be supplied in chart form and be certified by an independent third party and be obtained by one of the following methods in order of preference:
Measured head vs. discharge calibration curves using an independent third party laboratory. This method is highly recommended where non-standard orifice shapes are proposed or where bends are involved.
Calculated curves based on sound engineering/scientific principles and utilizing coefficients that are derived from papers/studies by industry recognized sources/journals.
18.4.1.3 For round orifice types to be located in the right-of-way the minimum diameter shall be 83mm to reduce the likelihood of plugging. Smaller diameters are permitted on private property only, but are not recommended unless the owner is prepared to compensate with increased unplugging demands. Sizes for round orifices to be limited to the following diameters: 83, 94, 102, 108, 127, 152 and 178mm.
18.4.1.4 Minimum flowrates for vortex types to be located in the right-of-way to be limited to 6 l/s in order to reduce the likelihood of
M.S. No: MS-18.4
DATE: March 2017 INLET CONTROL DEVICES (ICD’S)
Page: 2 of 2
\Mat Specifications\Sewer Mat Specifications\MS-18.4 – March 1, 2017
plugging. Smaller flowrates are permitted on private property only, but are not recommended unless the owner is prepared to compensate with increased unplugging demands.
18.4.1.5 All ICD’s to be marked with their manufacturers name, model number and metric diameter/flowrate information. To ensure longevity the information is to be engraved or melted into the plastic. All sharp edges to be dulled to prevent cuts.
18.4.1.6 ICD types used in the City typically fall into one of the following categories:
Category ICD Type Type Flow Rate CB Type Sump
1 Orifice&Trap Slide 15 l/s + Square Yes
2 Orifice&Trap Slide 15 l/s + Round Yes
3 Vortex&Trap Slide 6 or 10 l/s Square Yes
4 Vortex&Trap Slide 6 or 10 l/s Round Yes
5 Orifice
(Rplcmnt Only)
Plug 15 l/s + Square Yes
6 Vortex
(Rplcmnt Only)
Plug 6 or 10 l/s Square Yes
8 Orifice&Trap Slide 15 l/s + Round No
9 Orifice&Trap Slide 15 l/s + Square No
10 Vortex&Trap Slide 6 or 10 l/s Round No
11 Vortex&Trap Slide 6 or 10 l/s Square No
CitiGate HotelAvailable Ponding Structure Storage Volumes
CB ID
Invert
Elevation
(m)
T/G
Elevation
(m)
Spill
Elevation
(m)
Max.
Ponding
Elevation
(m)
Structure
Depth
(m)
Static
Ponding
Depth
(m)
Total
Depth
(m)
Structure
Storage Volume
(m3)
Max. Surface
Ponding
Volume
(m3)
Total Storage
(m3)
CB01 96.75 97.90 98.17 98.20 1.15 0.27 1.42 0.41 25.41 25.82
CB02 96.78 97.94 98.24 98.24 1.16 0.30 1.46 0.42 12.00 12.42
CB03 96.68 97.90 98.20 98.20 1.22 0.30 1.52 0.44 66.25 66.69
CB04 96.64 97.90 98.16 98.20 1.26 0.26 1.52 0.45 32.56 33.01
CBMH01 96.09 97.90 98.14 98.20 1.81 0.24 2.05 0.65 39.79 40.44
CBMH02 96.54 97.90 98.20 98.20 1.36 0.30 1.66 0.49 34.98 35.47
Total Volumes: 210.99 213.86
Prepared by: Novatech
10/24/2018 M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
CitiGate Hotel
Ponding in Road Calculations
Elev. Depth Volume Elev. DepthCascading
Flow?
Cascade
DepthElev. Depth
Cascading
Flow?
Cascade
DepthElev. Depth
Cascading
Flow?
Cascade
DepthVolume Elev. Depth
Cascading
Flow?
Cascade
Depth
(m) (m) (m) (m3) (m) (m) (Y/N) (m) (m) (m) (Y/N) (m) (m) (m) (Y/N) (m) (m
3) (m) (m) (Y/N) (m)
CB01 97.90 98.17 0.27 25 97.04 0.00 N 0.00 97.61 0.00 N 0.00 98.09 0.19 N 0.00 13 98.15 0.25 N 0.00
CB02 97.94 98.24 0.30 12 97.04 0.00 N 0.00 97.62 0.00 N 0.00 98.10 0.16 N 0.00 4 98.16 0.22 N 0.00
CB03 97.90 98.20 0.30 66 97.04 0.00 N 0.00 97.61 0.00 N 0.00 98.10 0.20 N 0.00 28 98.15 0.25 N 0.00
CB04 97.90 98.16 0.26 33 97.04 0.00 N 0.00 97.61 0.00 N 0.00 98.09 0.19 N 0.00 18 98.15 0.25 N 0.00
CBMH01 97.90 98.20 0.30 40 97.04 0.00 N 0.00 97.61 0.00 N 0.00 98.09 0.19 N 0.00 21 98.15 0.25 N 0.00
CBMH02 97.90 98.20 0.30 35 97.04 0.00 N 0.00 97.61 0.00 N 0.00 98.10 0.20 N 0.00 15 98.15 0.25 N 0.00
100-yr Event (+20%) (4hr)
StructureT/G
Max. Static Ponding
(Spill Depth)5-yr Event 100-yr Event (4hr)2-yr Event
10/24/2018
PREPARED BY: NOVATECH M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
CitiGate HotelHGL Elevations
100-year 100-year+20% 100-year 100-year+20%
(m) (m) (m) (m) (m) (m)
100 95.63 97.93 96.03 96.03 1.90 1.90
102 95.94 98.00 96.10 96.10 1.90 1.90
104 96.05 97.96 96.20 96.21 1.76 1.75
106 96.25 98.21 98.09 98.15 0.12 0.06
108 96.42 98.20 98.09 98.15 0.11 0.05
110 96.64 98.05 98.09 98.15 -0.04 -0.10
HGL Elevation
Manhole ID
MH Invert
ElevationT/G Elevation
T/G Clearance
10/24/2018
PREPARED BY: NOVATECH M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
CitiGate HotelRoof Drain SWM Calculations
Date: 10/12/2018 118081-RoofdrainCalcs.xlsx
REQUIRED STORAGE - 5-YEAR EVENT REQUIRED STORAGE - 100-YEAR EVENTAREA R-01 : BUILDING ROOF AREA R-01 : BUILDING ROOFOTTAWA IDF CURVE Watts Roof Drain - Adjustable (Closed) OTTAWA IDF CURVE Watts Roof Drain - Adjustable (Closed) Area = 0.110 ha Qallow = 5.0 L/s Area = 0.110 ha Qallow = 10.0 L/s C = 0.90 Vol(max) = 17.7 m³ C = 1.00 Vol(max) = 32.6 m³
Notches = 1 Notches = 1Time Intensity Q Qnet Vol Time Intensity Q Qnet Vol(min) (mm/hr) (L/s) (L/s) (m3) (min) (mm/hr) (L/s) (L/s) (m3)
5 141.18 38.9 33.9 10.2 5 242.70 74.2 64.2 19.310 104.19 28.7 23.7 14.2 10 178.56 54.6 44.6 26.815 83.56 23.0 18.0 16.2 15 142.89 43.7 33.7 30.320 70.25 19.3 14.3 17.2 20 119.95 36.7 26.7 32.025 60.90 16.8 11.8 17.6 25 103.85 31.8 21.8 32.630 53.93 14.8 9.8 17.7 30 91.87 28.1 18.1 32.635 48.52 13.4 8.4 17.5 35 82.58 25.3 15.3 32.040 44.18 12.2 7.2 17.2 40 75.15 23.0 13.0 31.245 40.63 11.2 6.2 16.7 45 69.05 21.1 11.1 30.050 37.65 10.4 5.4 16.1 50 63.95 19.6 9.6 28.755 35.12 9.7 4.7 15.4 55 59.62 18.2 8.2 27.260 32.94 9.1 4.1 14.6 60 55.89 17.1 7.1 25.565 31.04 8.5 3.5 13.8 65 52.65 16.1 6.1 23.870 29.37 8.1 3.1 13.0 70 49.79 15.2 5.2 21.975 27.89 7.7 2.7 12.0 75 47.26 14.5 4.5 20.080 26.56 7.3 2.3 11.1 80 44.99 13.8 3.8 18.085 25.37 7.0 2.0 10.1 85 42.95 13.1 3.1 16.090 24.29 6.7 1.7 9.1 90 41.11 12.6 2.6 13.9
Notes: Vol = Qnet x time Notes: Vol = Qnet x timeQnet = Q - Qallow Qnet = Q - Qallow
Ponding Depth (5-Year Storm) Ponding Depth (100-Year Storm)Area V H Area V Hm2 m3 m m2 m3 m0 0.00 0.00 0 0.00 0.005 0.02 0.01 5 0.02 0.01
20 0.13 0.02 20 0.13 0.0244 0.44 0.03 44 0.44 0.0378 1.04 0.04 78 1.04 0.04
122 2.04 0.05 122 2.04 0.05176 3.52 0.06 176 3.52 0.06240 5.59 0.07 240 5.59 0.07313 8.34 0.08 313 8.34 0.08396 11.88 0.09 396 11.88 0.09489 16.30 0.10 489 16.30 0.10592 21.69 0.11 592 21.69 0.11704 28.16 0.12 704 28.16 0.12826 35.80 0.13 826 35.80 0.13958 44.72 0.14 958 44.72 0.14
1100 55.00 0.15 1100 55.00 0.15
Linear Interpolation Linear Interpolation0.11 H 0.10 H = 0.10 m 0.13 H 0.12 H = 0.13 m
21.69 17.72 16.30 Qallow = 5.0 L/s 35.80 32.63 28.16 Qallow = 10.0 L/s
0 0.103 m 0 0.126 m17.72 0.103 m 32.63 0.126 m17.72 0 32.63 0
Stage-Storage CurveArea R-03
60.0050.0040.0030.0020.0010.000.000.00
0.02
0.04
0.06
0.08
0.10
0.12
0.14
0.16
Volume (m3 )
Dept
h (m
)
CitiGate HotelOverall Model Schematic
10/12/2018
PREPARED BY: NOVATECH M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
CitiGate HotelDesign Storm Time Series Data
3-hour Chicago Design Storms
Duration Intensity Duration Intensity Duration Intensity
min mm/hr min mm/hr min mm/hr
0:00 0 0:00 0 0:00 0
0:10 2.21 0:10 2.81 0:10 3.68
0:20 2.75 0:20 3.5 0:20 4.58
0:30 3.68 0:30 4.69 0:30 6.15
0:40 5.73 0:40 7.3 0:40 9.61
0:50 14.29 0:50 18.21 0:50 24.17
1:00 60.28 1:00 76.81 1:00 104.19
1:10 18.9 1:10 24.08 1:10 32.04
1:20 9.7 1:20 12.36 1:20 16.34
1:30 6.53 1:30 8.32 1:30 10.96
1:40 4.94 1:40 6.3 1:40 8.29
1:50 3.99 1:50 5.09 1:50 6.69
2:00 3.37 2:00 4.29 2:00 5.63
2:10 2.92 2:10 3.72 2:10 4.87
2:20 2.58 2:20 3.29 2:20 4.3
2:30 2.32 2:30 2.95 2:30 3.86
2:40 2.1 2:40 2.68 2:40 3.51
2:50 1.93 2:50 2.46 2:50 3.22
3:00 1.79 3:00 2.28 3:00 2.98
C25mm-3.stm C2-3.stm C5-3.stm
10/11/2018
PREPARED BY: NOVATECH M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
CitiGate HotelDesign Storm Time Series Data
3-hour Chicago Design Storms
Duration Intensity Duration Intensity Duration Intensity
min mm/hr min mm/hr min mm/hr
0:00 0 0:00 0 0:00 0
0:10 4.25 0:10 4.93 0:10 5.47
0:20 5.29 0:20 6.15 0:20 6.82
0:30 7.11 0:30 8.28 0:30 9.19
0:40 11.13 0:40 13.01 0:40 14.44
0:50 28.1 0:50 33.04 0:50 36.76
1:00 122.14 1:00 144.69 1:00 161.47
1:10 37.28 1:10 43.9 1:10 48.88
1:20 18.95 1:20 22.22 1:20 24.7
1:30 12.7 1:30 14.85 1:30 16.49
1:40 9.59 1:40 11.19 1:40 12.42
1:50 7.73 1:50 9.01 1:50 10
2:00 6.5 2:00 7.57 2:00 8.4
2:10 5.63 2:10 6.54 2:10 7.26
2:20 4.97 2:20 5.78 2:20 6.4
2:30 4.46 2:30 5.18 2:30 5.74
2:40 4.05 2:40 4.7 2:40 5.21
2:50 3.71 2:50 4.31 2:50 4.77
3:00 3.43 3:00 3.98 3:00 4.41
C10-3.stm C25-3.stm C50-3.stm
10/11/2018
PREPARED BY: NOVATECH M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
CitiGate HotelDesign Storm Time Series Data
3-hour Chicago Design Storms
Duration Intensity Duration Intensity
min mm/hr min mm/hr
0:00 0 0:00 0
0:10 6.05 0:10 6:14
0:20 7.54 0:20 9.05
0:30 10.16 0:30 12.19
0:40 15.97 0:40 19.16
0:50 40.65 0:50 48.78
1:00 178.56 1:00 214.27
1:10 54.05 1:10 64.86
1:20 27.32 1:20 32.78
1:30 18.24 1:30 21.89
1:40 13.74 1:40 16.49
1:50 11.06 1:50 13.27
2:00 9.29 2:00 11.15
2:10 8.02 2:10 9.62
2:20 7.08 2:20 8.5
2:30 6.35 2:30 7.62
2:40 5.76 2:40 6.91
2:50 5.28 2:50 6.34
3:00 4.88 3:00 5.86
C100-3.stm C100-3+20%.stm
10/11/2018
PREPARED BY: NOVATECH M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
CitiGate HotelDesign Storm Time Series Data
4-hour Chicago Design Storms
Duration Intensity
min mm/hr
0:00 0
0:10 1.34
0:20 1.49
0:30 1.69
0:40 1.96
0:50 2.33
1:00 2.91
1:10 3.91
1:20 6.1
1:30 14.53
1:40 58.72
1:50 17.11
2:00 8.32
2:10 5.5
2:20 4.13
2:30 3.32
2:40 2.79
2:50 2.41
3:00 2.12
3:10 1.9
3:20 1.73
3:30 1.58
3:40 1.46
3:50 1.36
4:00 1.27
C25mm-4.stm
10/12/2018
PREPARED BY: NOVATECH M:\2018\118081\DATA\Calculations\Sewer Calcs\SWM\118081-ModelParams.xlsx
Stormwater Management Report CitiGate Hotel 4433 Strandherd Drive
Novatech
Appendix C Drawings
General Plan of Services 118081-GP Grading Plan 118081-GR Storm Drainage Area Plan 118081-STM Erosion and Sediment Control Plan 118081-ESC Notes and Details 118081-ND
DC
DC
D
C
DC
DEEP COLLECTION WASTE DISPOSAL CONTAINERS
SNOW STORAGE
SANMH 201
T/G=98.49
INV.S=94.72
SANMH 205
T/G=98.45
INV.S=93.87
INV.N=93.91
SANMH 203
T/G=98.35
INV.S=94.07
INV.N=94.53
SANMH 207
T/G=98.26
INV.S=93.61
INV.NW=93.63
SANMH 101
T/G=98.05
INV.SE=93.68
INV.N=93.79
INV.W=94.28
3
6
.2
m
- 2
5
0
m
m
Ø
S
A
N
@
0
.5
2
%
57.2m
- 250m
m
Ø
S
A
N
@
0.28%
37.1m
- 250m
mØ
S
AN
@
0.22%
STMMH 900A
T/G=98.54
INV.S=96.38
INV.NW=96.44
STMMH 206A
T/G=98.39
INV.S=96.38
INV.N=96.43
STMMH 900
T/G=97.87
INV.SE=96.46
INV.NW=96.49
STMMH 206
T/G=98.34
INV.S=96.48
INV.N=96.51
STMMH 204
T/G=98.29
INV.S=96.61
INV.N=96.64
STMMH 302
T/G=98.26
INV.SW=95.68
INV.NE=95.69
STMMH 300A
T/G=98.23
INV.N=95.38
INV.S=95.37
STMMH 1302
T/G=98.17
INV.SW=95.04
INV.NE=95.04
STMMH 300
T/G=98.06
INV.S=95.45
INV.NE=95.45
STMMH 1300
T/G=98.00
INV.S=94.94
INV.NE=94.94
STMMH 902
T/G=97.85
INV.S=95.58
INV.N=95.62
8
1
.3
m
- 4
5
0
m
m
Ø
S
T
M
@
0
.3
1
%
5.5m - 450mmØ STM @ 1.82%
4
2
.9
m
- 4
5
0
m
m
Ø
S
T
M
@
0
.1
2
%
16.5m - 450mmØ STM @ 0.42%
5
5
.
2
m
-
3
7
5
m
m
Ø
S
T
M
@
0
.
2
6
%
8
4
.
7
m
-
4
5
0
m
m
Ø
S
T
M
@
0
.
2
7
%
6
1
.
1
m
-
1
9
1
8
m
m
Ø
S
T
M
@
0
.
1
5
%
8
3
.
7
m
-
1
2
2
3
m
m
x
1
9
1
8
m
m
Ø
S
T
M
@
0
.
1
2
%
18.8m - 1918mmØ STM @ 0.10%
3
2
.3
m
- 9
0
0
m
m
Ø
S
T
M
@
0
.2
0
%
1
1
.8
m
-
8
2
5
m
m
Ø
S
T
M
@
0
.1
5
%
1
8
.5
m
- 4
5
0
m
m
Ø
S
T
M
@
0
.3
8
%
2
0
.5
m
- 8
2
5
m
m
Ø
S
T
M
@
0
.1
5
%
STMMH 100
T/G=97.95
INV.S=95.63
INV.N=95.93
INV.E=95.78
STMMH 106
T/G=98.24
INV.S=96.25
INV.N=96.48
INV.E=96.33
56
.1
m-5
25
mm
Ø S
TM
@
0
.1
6%
CB 2
T/G=97.94
INV.E=96.76
32.2m-250mmØ CBLEAD @ 0.53%
STMMH 108
FUTURE 450mmØ STM
STMMH 110
F
U
T
U
R
E
3
0
0
m
m
Ø
S
T
M
RYCB 1
F
U
T
U
R
E
2
5
0
m
m
Ø
C
B
L
E
A
D
C
B
4
CB 3
CBMH 2
T/G=97.90
INV.S=96.54
INV.W=96.59
C
A
PI
N
V
.
=
9
6
.
5
1
2
0
.
7
m
-
2
5
0
m
m
Ø
S
T
M
@
1
.
0
0
%
CB 1
T/G=97.90
INV.W=96.75
2.3m-250mmØ
CBLEAD @ 0.50%
C
A
P
I
N
V
.
=
9
6
.
4
5
CBMH 1
T/G=97.90
INV.S=96.09
INV.N=96.16
5.0m-600mmØ
STM @ 0.15%
2
5
0
m
m
Ø
W
M
2
5
0
m
m
Ø
W
M
2
0
0
m
m
Ø
W
M
200m
m
Ø
W
M
2
5
0
m
m
Ø
W
M
ELB-1
T/G=98.11
INV.S=96.72
T-1
T/G=98.09
INV.N=96.60
INV.S=96.60
24
.5
m-2
50
mm
Ø C
BL
EA
D @
0
.5
0%
T-2
T/G=98.18
INV.N=96.47
INV.SE=96.44
2
6
.7
m
-2
5
0
m
m
Ø
C
B
L
E
A
D
@
0
.5
0
%
T-3
T/G=97.77
INV.NW=96.35
INV.E=96.31
1
8
.
3
m
-
2
5
0
m
m
Ø
C
B
L
E
A
D
@
0
.
5
0
%
6.2m-250mmØ
CBLEAD @ 0.67%
STMMH 116
T/G=98.25
INV.SW=95.92
INV.NE=95.92
2
2
.
9
m
-
7
5
0
m
m
Ø
S
T
M
@
0
.
1
3
%
STMMH 114
T/G=98.40
INV.SW=95.88
INV.NE=95.88
3
6
.
1
m
-
7
5
0
m
m
Ø
S
T
M
@
0
.
1
1
%
5
8
.
0
m
-
7
5
0
m
m
Ø
S
T
M
@
0
.
1
0
%
DICB 1
T/G=97.85
INV.SW=95.95
SANMH 101
T/G=98.38
INV.W=94.99
INV.E=95.02
INV.N=95.05
1
4
.7
m
-2
5
0
m
m
Ø
S
A
N
@
0
.2
5
%
SANMH 103
58.6m-250mmØ SAN @ 0.50%
FU
TU
RE
2
00
mm
Ø S
AN
C
A
P
CA
P
IN
V.=
96
.5
0
7.4m -
200mmØ SAN
@ 1.00%
SANMH 105
T/G=98.65
INV.S=95.12
28.1m
-250m
m
Ø
S
A
N
@
0.25%
T
E
E
11.25°
2
0
0
m
m
Ø
W
M
T
E
E
V
&
V
B
V&VB
C
A
P
F
U
T
U
R
E
2
0
0
m
m
Ø
W
M
HYD
T/F=98.66
TEE
45
°
200m
mØ
W
M
45°
CAP
TWM=96.70
ELE
C.
MECH
PR
OP
OS
ED
H
OT
EL
(P
HA
SE
I)
5 S
TO
RE
Y, 9
9 R
OO
M
F
U
T
U
R
E
H
O
T
E
L
(
P
H
A
S
E
I
I
)
6
S
T
O
R
E
Y
,
8
5
R
O
O
M
US
F=
97
.0
0
FF
=9
8.8
0
U
S
F
=
9
6
.
9
0
F
F
=
9
8
.
7
0
4.3m - 900mmØ
STM @ 0.20%
4.7m-250mmØ STM @ 1.29%
STMMH 102
T/G=98.50
INV.S=95.94
INV.NE=96.00
INV.W=96.27
INV.NW=96.39
2.8m-600mmØ
STM @ 0.36%
1
5
.
0
m
-
3
0
0
m
m
Ø
S
T
M
@
0
.
4
0
%
FU
TU
RE
2
50
mm
Ø
CB
LE
AD
FUTURE 250mmØ
CBLEAD
CAP
INV.=95.31
CAP
INV.=96.34
45°
45°
45°
45°
7.0m-450mmØ
STM @ 0.14%
FUTURE 250mmØ SAN
150mmØ WM
STMMH 112
T/G=97.95
INV.W=95.79
INV.NE=95.82
2.7m-750mmØ STM @ 0.37%
STMMH 104
T/G=97.96
INV.SW=96.05
INV.N=96.08
INV.NE=96.30
3
1
.
6
m
-
6
0
0
m
m
Ø
S
T
M
@
0
.
1
5
%
C
IT
IG
A
T
E
D
R
IV
E
C
R
O
S
S
K
E
Y
S
P
L
A
C
E
P
R
O
P
O
S
E
D
6
m
S
T
O
R
M
E
A
S
E
M
E
N
T
P
R
O
P
O
S
E
D
6m
S
A
N
IT
A
R
Y
E
A
S
E
M
E
N
T
SIAMESE
CONNECTION
M
R
2.0m-250mmØ
STM @ 0.43%
2.0m-250mmØ
STM @ 0.43%
17
.7
m - 5
R
UN
S T
OT
AL
IN
G 4
0
ST
OR
MT
EC
H S
C-7
40
@
0
.8
%
STORMTECH INLET
INV.E=96.47
STORMTECH OUTLET
INV.E=96.33
ST
OR
MT
EC
H O
UT
LE
T
IN
V.W
=9
6.3
2
ST
OR
MT
EC
H IN
LE
T
IN
V.W
=9
6.4
8
CROSSING TABLE
CROSSING No.
1
SANITARY STORM WATERMAIN
INV.=94.96
OBV.=95.21
2
INV.=96.46
OBV.=96.66
3
INV.=95.28
OBV.=95.53
INV.=96.25
OBV.=96.78
INV.=95.86
OBV.=96.06
INV.=95.81
OBV.=95.96
ROOF DRAIN TABLE
AREA ID
1
ROOF DRAIN TYPE
HEAD
WATTS ROOF DRAINS-
ADJUSTABLE (4)
SETTING
3
4
OPEN
Q (L/s) Vol (m³)
HEAD
Q (L/s) Vol (m³)
1:5 - YEAR EVENT 1:100 - YEAR EVENT
0.11 4.8 23.0 0.14 5.9 45.2
CATCHBASIN TABLE ICD DATA TABLE
CB No.
*CBMH 1
T-3
T/G ELEVATION
(m)
97.90
97.77
INVERT
(m)
96.09
96.31
ICD DIA.
83
75
92
ORIFICE
INVERT (m)
MAX
HEAD (m)
2-yr ORIFICE
PEAK FLOW (L/s)
5-yr ORIFICE
PEAK FLOW (L/s)
100-yr ORIFICE
PEAK FLOW (L/s)
96.35
96.21
97.35
1.72
1.69
0.35
2
11
0
7
15
8
16
17
19
*REFER TO DRAWING 118081-ND FOR CBMH1 DETAIL
REFER TO 118081-ND FOR ADDITIONAL NOTES
GENERAL PLAN OF SERVICES
CITIGATE HOTEL
4433 STRANDHERD DRIVE
118081-00
REV # 2
118081-GP
DDB
DDB
RBG
DDB
DDB
M:\2
01
8\1
18
08
1\C
AD
\D
esig
n\1
18
08
1-G
P.d
wg
, G
P, O
ct 2
6, 2
01
8 - 9
:3
0a
m, rg
ra
yto
n
PLANA1.DWG - 841mmx594mm
NOTE:
THE POSITION OF ALL POLE LINES, CONDUITS,
WATERMAINS, SEWERS AND OTHER
UNDERGROUND AND OVERGROUND UTILITIES AND
STRUCTURES IS NOT NECESSARILY SHOWN ON
THE CONTRACT DRAWINGS, AND WHERE SHOWN,
THE ACCURACY OF THE POSITION OF SUCH
UTILITIES AND STRUCTURES IS NOT GUARANTEED.
BEFORE STARTING WORK, DETERMINE THE EXACT
LOCATION OF ALL SUCH UTILITIES AND
STRUCTURES AND ASSUME ALL LIABILITY FOR
DAMAGE TO THEM.
PROJECT No.
REV
DRAWING No.
DRAWING NAME
LOCATION
No. REVISION DATEBY
FOR REVIEW ONLY
SCALE
APPROVED
CHECKED
DRAWN
CHECKED
DESIGN
Engineers, Planners & Landscape Architects
Suite 200, 240 Michael Cowpland Drive
Ottawa, Ontario, Canada K2M 1P6
Telephone (613) 254-9643
Facsimile (613) 254-5867
Website www.novatech-eng.com
NORTH
1. ISSUED FOR COORDINATION OCT 10/18 DDB
1:300
120
1:300
6 93
M
C
K
E
N
N
A
P
H
E
A
S
A
N
T
R
U
N
D
R
R
A
F
T
U
S
S
Q
J
O
C
K
V
A
L
E
R
D
L
A
M
IN
G
S
T
C
E
D
A
R
V
I
E
W
R
D
M
A
R
A
V
I
S
T
A
D
R
W
E
Y
B
R
I
D
G
E
D
R
F
L
A
N
D
E
R
S
S
T
P
E
A
C
O
C
K
C
R
E
S
O
'
K
E
E
F
E
C
R
T
C
A
S
E
Y
D
R
H
W
Y
4
1
6
K
E
N
N
E
V
A
L
E
D
R
M
A
R
A
V
I
S
T
A
D
R
R
A
I
L
R
O
A
D
FA
LLO
WF
IE
L
D
R
D
J
O
C
K
V
A
L
E
R
D
N.T.S.
KEY PLAN
S
T
R
A
N
D
SITE
S
Y
S
T
E
M
H
O
U
S
E
S
T
.
D
E
A
L
E
R
S
H
I
P
S
T
.
C
I
T
I
G
A
T
E
D
R
I
V
E
P
L
A
C
E
C
R
O
S
S
K
E
Y
D
R
I
V
E
H
E
R
D
P
H
I
L
S
A
R
S
T
.
O
'K
E
E
F
E
D
R
A
I
N
O
'
K
E
E
F
E
D
R
A
I
N
PRELIMINARY
NOT FOR
CONSTRUCTION
CONNECT TO EXISTING 200mmØ WM.
CONTRACTOR TO EXCAVATE, BACKFILL
AND REINSTATE TO EXISTING
CONDITIONS OR BETTER. CONNECTION
TO EXISTING WATERMAIN TO BE
COMPLETED BY CITY FORCES
ROAD CUT REINSTATEMENT
AS PER CITY DETAIL R10
CONNECT 250mmØ SANITARY SEWER
TO EXISTING 250mmØ SANITARY
SEWER. PRIOR TO CONNECTION,
CONTRACTOR TO VERIFY EXISTING
INVERT/OBVERT ELEVATION & NOTIFY
ENGINEER. CONTRACTOR TO
EXCAVATE, BACKFILL AND REINSTATE
TO EXISTING CONDITIONS OR BETTER
11.25°, 22.5°, 45° or TEE
PROPOSED BEND AND THRUSTBLOCK
PROPOSED DITCH INLET CATCHBASIN
PROPOSED REARYARD CATCHBASIN
PROPOSED ROAD CATCHBASIN
PROPOSED STORM MH & SEWER
PROPOSED SANITARY MH & SEWER
DICB 1
RYCB 2
CB 2
PROPOSED HYDRANT C/W VALVE & LEAD
VALVE & VALVE CHAMBER
VALVE & VALVE BOX
PROPOSED VALVE LOCATION
V&VB
V&VC
HYD
LEGEND
STMMH 100
SANMH 101
PROPOSED TOP OF BOTTOM FLANGE
T/F=98.45
EXISTING SANITARY MH & SEWER
EXISTING STORM MH & SEWER
SANMH 101
STMMH 102
EXISTING WATERMAIN
PROPOSED WATERMAIN AND DIAMETER
200mmØ
DIRECTION OF FLOW
BEND
200mmØ WM
PROPOSED REAR YARD CATCHBASIN ELBOWELB-1
PROPOSED REAR YARD CATCHBASIN TEET-1
1
2
3
CONNECT
TO EXISTING
900mmØ
PIPE
PROPOSED TACTILE WALKING
SURFACE INDICATOR (TWSI)
ROAD CUT REINSTATEMENT AREA
PROPOSED FIRE ROUTE
M
R
PROPOSED REMOTE WATER METER
PROPOSED WATER METER
CONCRETE SIDEWALK/WALKWAY
DECORATIVE PAVING
(3 PATTERNS/TYPES)
MAIN ENTRANCE
ENTRANCE
DEPRESSED CURB
DC
PROPOSED TRANSFORMER
EXISTING TELECOMMUNICATIONS CABINET
PHASE BOUNDARY
PROPERTY BOUNDARY
2. ISSUED FOR CITY OF OTTAWA REVIEW OCT 26/18 DDB
T-1 PROPOSED REAR YARD CATCHBASIN
TEE WITH INSERT
PROPOSED REAR YARD CATCHBASIN ELBOWELB-1
PROPOSED ROAD CATCHBASINCB 2
PROPOSED ROAD CATCHBASIN MANHOLECBMH 1
PROPOSED ROAD CATCHBASIN MANHOLECBMH 1
20+
100
20+
150
2
0
+
2
0
0
2
0
+
2
5
0
3
+
0
5
0
3
+
1
0
0
3
+
1
5
0
3
0
+
1
5
0
3
0
+
2
0
0
1
+
0
0
0
DEEP COLLECTION WASTE DISPOSAL CONTAINERS
SNOW STORAGE
V
&
V
B
SIAMESE
CONNECTION
9
8
.
4
0
9
8
.
6
2
9
7
.
7
5
9
8
.
4
0
9
8
.0
6
9
8
.1
2
9
8
.
5
1
9
8
.
5
1
9
8
.
1
3
9
8
.
1
3
9
8
.
2
8
9
8
.
5
3
9
8
.
3
4
9
8
.
5
2
9
8
.
3
7
9
8
.
5
8
9
8
.
3
4
9
8
.
5
2
9
8
.
2
5
9
8
.
5
0
9
8
.
1
6
9
8
.
5
0
9
8
.
1
5
9
8
.
4
5
9
8
.
2
7
9
8
.
3
9
9
8
.
2
9
9
8
.
4
2
9
8
.
0
6
9
8
.
4
5
9
8
.
2
0
9
8
.
5
1
9
8
.
5
1
9
8
.
5
0
9
8
.
5
3
9
8
.
5
3
9
8
.
5
1
9
8
.
4
6
9
7
.
9
2
9
8
.
1
0
9
7
.
8
4
9
8
.
0
6
9
7
.
8
3
9
8
.
0
5
9
7
.
7
9
9
8
.
0
8
9
7
.7
6
9
8
.1
1
9
7
.
9
0
9
8
.
1
7
9
8
.
0
4
9
8
.
2
7
9
7
.
8
6
9
8
.
4
0
9
7
.
6
1
9
8
.
5
5
9
7
.
6
4
9
8
.
5
0
9
7
.
6
5
9
8
.
5
5
9
7
.
8
2
9
8
.
5
5
1
.1
%
97.8
1
98.0
5
1
.
0
%
9
7
.
7
1
9
8
.
0
6
9
7
.
7
7
9
8
.
1
5
9
7
.
8
2
9
8
.
1
5
97.6
8
98.0
0
97.6
6
98.3
0
97.58
98.40
9
7
.
5
7
9
8
.
0
7
9
7
.
5
79
8
.
0
0
9
7
.
6
2
9
8
.
1
0
9
7
.
6
6
9
8
.
1
5
9
7
.
6
3
9
8
.
0
8
9
7
.
6
9
9
8
.
0
4
2
.
0
%
9
7
.
8
0
9
8
.
3
0
9
7
.
8
4
9
8
.
4
5
9
7
.
8
4
9
8
.
5
0
9
7
.
7
8
9
8
.
4
8
9
7
.
8
3
9
8
.
5
8
98.65
98
.6
5
98
.7
0
98.65
98
.6
5
9
7
.
8
2
9
8
.
5
8
9
7
.8
0
9
8
.5
8
9
7
.
6
2
9
8
.
4
5
9
7
.
7
5
9
8
.
6
7
9
7
.
9
5
9
8
.
5
0
9
7
.
4
7
9
8
.
4
0
9
7
.
5
2
9
8
.
5
0
9
7
.
5
3
9
8
.
4
7
9
7
.
9
1
9
8
.
4
7
9
7
.
5
0
9
8
.
4
3
9
7
.
6
4
9
8
.
4
5
9
7
.
5
7
9
8
.
5
7
9
7
.
5
69
8
.
3
9
9
7
.
5
5
9
8
.
1
0
9
7
.
5
8
9
8
.
3
1
9
7
.
5
8
9
8
.
2
9
9
7
.
5
6
9
8
.
3
5
1.4%
4.0%
9
7
.
5
2
9
8
.
2
4
SANMH 101
T/G=98.38
SANMH 103
T/G=98.20
105
S
T
M
M
H
1
1
4
T
/
G
=
9
8
.
4
0
T-1
T/G=98.09
T-2
T/G=98.18
S
T
M
M
H
1
1
6
T
/
G
=
9
8
.
2
5
RYCB 1
T/G=97.90
ELB-1
T/G=98.11
STMMH 106
T/G=98.24 STMMH 108
T/G=98.16
CBMH 2
T/G=97.90
CB 2
T/G=97.94
CB 1
T/G=97.90
STMMH 110
T/G=98.05
STMMH 100
T/G=97.95
CB 4
T/G=97.90
CB 3
T/G=97.90
T-3
T/G=97.77
CBMH 1
T/G=97.90
DICB 1
T/G=97.85
9
7
.
5
0
9
8
.
3
5
9
7
.
4
1
9
8
.
1
8
9
7
.
4
2
9
8
.
2
0
9
7
.
4
1
9
8
.
3
0
9
7
.
4
6
9
8
.
2
0
9
7
.
4
1
9
8
.
4
5
3
.
0
%
2
.
4
%
2.3%
2
.
9
%
2.4%
9
7
.
3
9
9
8
.
2
6
9
7
.
3
9
9
8
.
1
0
9
7
.3
9
9
8
.2
6
9
8
.0
5
(S
)
9
8
.
4
0
(
H
P
)
9
7
.
6
0
9
8
.
2
5
9
7
.
5
5
9
8
.
2
9
9
7
.
5
8
9
8
.
1
5
98
.7
8
98
.7
8
98
.7
5
98
.7
5
98.78
98
.6
59
8.6
5
98
.6
5
9
7
.
6
6
9
7
.
9
6
97.75
98.07
9
7
.
5
1
9
8
.
5
0
97.59
98.50
97.5
2
98.4
0
9
7
.4
8
9
8
.3
6
9
7
.
6
7
9
8
.
4
0
97.79
98.40
9
7
.
7
9
9
8
.
3
5
9
7
.
7
1
9
8
.
1
5
9
8
.
1
4
9
8
.
3
5
9
7
.
9
7
9
8
.
3
5
9
7
.
8
1
9
8
.
3
0
9
7
.
6
3
9
8
.
3
5
9
7
.
6
5
9
8
.
3
0
9
7
.
5
9
9
8
.
3
7
9
7
.
6
6
9
8
.
1
5
97.74
98.15
9
7
.8
5
9
8
.2
0
9
8
.0
1
9
8
.1
5
98.07
98.20
97.81
98.40
9
8
.
6
8
9
8
.
5
8
4
.
0
%
3
.
2
%
2
.
2
%
1
.6
%
1
.7
%
1.7%
1
.2
%
1
.
6
%
3.3%
2
.8
%
1
.8
%
4.4%
HYD
T/F=98.66
STMMH 900A
T/G=98.54
STMMH 206A
T/G=98.39
STMMH 900
T/G=97.87
STMMH 206
T/G=98.34
STMMH 204
T/G=98.29
STMMH 302
T/G=98.26
STMMH 300A
T/G=98.23
STMMH 1302
T/G=98.17
STMMH 300
T/G=98.06
STMMH 1300
T/G=98.00
STMMH 902
T/G=97.97
2-3
2-4
3
-
2
3
-
1
SANMH 201
T/G=98.49
SANMH 205
T/G=98.45
SANMH 203
T/G=98.35
SANMH 101
9
7
.
7
2
9
7
.
9
9
9
8
.
1
1
9
8
.
4
6
9
7
.
8
9
9
8
.
5
7
9
7
.
9
6
9
8
.
4
0
9
7
.
9
9
9
8
.
4
0
9
8
.
0
0
9
8
.
4
0
2.0%
PR
OP
OS
ED
H
OT
EL
(P
HA
SE
I)
5 S
TO
RE
Y, 9
9 R
OO
M
F
U
T
U
R
E
H
O
T
E
L
(
P
H
A
S
E
I
I
)
6
S
T
O
R
E
Y
,
8
5
R
O
O
M
US
F=
97
.0
0
FF
=9
8.8
0
U
S
F
=
9
6
.
9
0
F
F
=
9
8
.
7
0
2
.
8
%
9
8
.0
6
9
8
.1
6
9
8
.
5
5
S
W
A
L
E
@
1
.
5
%
S
W
A
L
E
@
1
.
5
%
9
7
.
5
5
9
8
.
3
7
9
7
.
5
8
9
8
.
3
7
9
7
.
5
7
9
8
.
3
7
9
7
.
5
8
9
8
.
0
2
9
8
.
3
5
(
H
P
)
9
8
.
3
3
(
H
P
)
SW
ALE
@
2.0%
SW
ALE
@
2.0%
S
W
A
L
E
@
1
.5
%S
W
A
L
E
@
1
.5
%
STMMH 102
T/G=98.50
98.05 T
C
9
8
.
1
4
T
C
9
8
.
2
5
9
8
.
2
5
9
8
.
2
0
9
8
.
0
0
(
S
)
S
W
A
L
E
@
1
.
5
%
STMMH 112
T/G=97.95
9
8
.0
3
9
7
.
8
1
9
8
.
3
2
9
7
.
8
3
9
8
.
6
5
9
8
.
1
4
9
8
.
6
2
9
7
.
5
4
9
8
.
2
0
9
7
.5
2
9
8
.1
9
9
7
.4
6
9
8
.4
0
9
7
.
7
7
9
8
.
5
0
9
7
.
8
3
9
8
.
5
5
97.91(S
)
9
7
.
8
2
(
S
)
9
7
.
9
4
9
8
.
6
2
9
7
.
8
0
9
8
.
1
5
9
7
.
5
3
9
8
.
3
5
9
7
.
3
9
9
8
.
1
2
9
8
.
5
5
C
IT
IG
A
T
E
D
R
IV
E
C
R
O
S
S
K
E
Y
S
P
L
A
C
E
98.00
98.0
0
9
8
.0
0
98.00
9
8
.
0
0
9
8
.
0
0
9
8
.
0
0
P
R
O
P
O
S
E
D
6
m
S
T
O
R
M
E
A
S
E
M
E
N
T
P
R
O
P
O
S
E
D
6m
S
A
N
IT
A
R
Y
E
A
S
E
M
E
N
T
DC
D
C
DC
DC
ELE
C
ME
CH
97.6
3
98.1
0
9
7
.5
2
9
8
.2
0
9
8
.
5
5
98
.6
5
98
.7
5
S
W
A
L
E
@
2
.
0
%
9
8
.0
8
(
S
)
98.24
98.20
98.17
9
8
.
2
0
REFER TO 118081-ND FOR ADDITIONAL NOTES
GRADING PLAN
118081-00
REV # 2
118081-GR
DDB
DDB
RBG
DDB
DDB
M:\2
01
8\1
18
08
1\C
AD
\D
esig
n\1
18
08
1-G
R.d
wg
, G
R, O
ct 2
5, 2
01
8 - 3
:5
4p
m, rg
ra
yto
n
PLANA1.DWG - 841mmx594mm
NOTE:
THE POSITION OF ALL POLE LINES, CONDUITS,
WATERMAINS, SEWERS AND OTHER
UNDERGROUND AND OVERGROUND UTILITIES AND
STRUCTURES IS NOT NECESSARILY SHOWN ON
THE CONTRACT DRAWINGS, AND WHERE SHOWN,
THE ACCURACY OF THE POSITION OF SUCH
UTILITIES AND STRUCTURES IS NOT GUARANTEED.
BEFORE STARTING WORK, DETERMINE THE EXACT
LOCATION OF ALL SUCH UTILITIES AND
STRUCTURES AND ASSUME ALL LIABILITY FOR
DAMAGE TO THEM.
PROJECT No.
REV
DRAWING No.
DRAWING NAME
LOCATION
No. REVISION DATEBY
FOR REVIEW ONLY
SCALE
APPROVED
CHECKED
DRAWN
CHECKED
DESIGN
Engineers, Planners & Landscape Architects
Suite 200, 240 Michael Cowpland Drive
Ottawa, Ontario, Canada K2M 1P6
Telephone (613) 254-9643
Facsimile (613) 254-5867
Website www.novatech-eng.com
NORTH
1. ISSUED FOR COORDINATION OCT 10/18 DDB
1:300
120
1:300
6 93
M
C
K
E
N
N
A
P
H
E
A
S
A
N
T
R
U
N
D
R
R
A
F
T
U
S
S
Q
J
O
C
K
V
A
L
E
R
D
L
A
M
IN
G
S
T
C
E
D
A
R
V
I
E
W
R
D
M
A
R
A
V
I
S
T
A
D
R
W
E
Y
B
R
I
D
G
E
D
R
F
L
A
N
D
E
R
S
S
T
P
E
A
C
O
C
K
C
R
E
S
O
'
K
E
E
F
E
C
R
T
C
A
S
E
Y
D
R
H
W
Y
4
1
6
K
E
N
N
E
V
A
L
E
D
R
M
A
R
A
V
I
S
T
A
D
R
R
A
I
L
R
O
A
D
FA
LLO
WF
IE
L
D
R
D
J
O
C
K
V
A
L
E
R
D
N.T.S.
KEY PLAN
S
T
R
A
N
D
SITE
S
Y
S
T
E
M
H
O
U
S
E
S
T
.
D
E
A
L
E
R
S
H
I
P
S
T
.
C
I
T
I
G
A
T
E
D
R
I
V
E
P
L
A
C
E
C
R
O
S
S
K
E
Y
D
R
I
V
E
H
E
R
D
P
H
I
L
S
A
R
S
T
.
O
'K
E
E
F
E
D
R
A
I
N
O
'
K
E
E
F
E
D
R
A
I
N
TOP OF GRATE ELEVATION
PROPOSED ELEVATION
EXISTING ELEVATION
C SWALE AND DIRECTION OF FLOW
PROPOSED SWALE ELEVATION
TG=
L
LEGEND
x
x
1
2
7
.5
5
1
2
7
.4
5
1
2
7
.5
5
(S
)
PROPOSED TERRACE ELEVATION127.55
PARKING GRADE AND DIRECTION
MAXIMUM 3: 1 SIDESLOPE
2.0%
PROPOSED TOP OF BOTTOM FLANGE
PROPOSED HYDRANT LOCATION
HYD
T/F=127.55
FINISHED FLOOR ELEVATIONFF=
PRELIMINARY
NOT FOR
CONSTRUCTION
AS-BUILT TOP OF CURB ELEVATION
ROAD CUT REINSTATEMENT
AS PER CITY DETAIL R10
ROAD CUT REINSTATEMENT AREA
PROPOSED STORM MH & SEWER
PROPOSED SANITARY MH & SEWER
MH 100
MH 101
EXISTING SANITARY MH & SEWER
EXISTING STORM MH & SEWER
MH 101
MH 102
UNDERSIDE OF FOOTING ELEVATIONUSF=
PROPOSED SWALE HIGH POINT ELEVATION
x
1
2
7
.5
5
(H
P
)
PROPOSED TOP OF CURB ELEVATION
x
1
2
7
.5
5
T
C
OVERLAND FLOW DIRECTION
PROPOSED TACTILE WALKING
SURFACE INDICATOR (TWSI)
HEAVY DUTY ASPHALT / FIRE ROUTE
40mm SUPER PAVE 12.5
50mm SUPER PAVE 19.0
150mm GRANULAR 'A'
450mm GRANULAR 'B'
LIGHT DUTY ASPHALT / PARKING
AREAS 50mm SUPER PAVE 12.5
150mm GRANULAR 'A'
300mm GRANULAR 'B'
PROPOSED TRANSFORMER
CONCRETE SIDEWALK/WALKWAY
DECORATIVE PAVING
(3 PATTERNS/TYPES)
MAIN ENTRANCE
ENTRANCE
DEPRESSED CURB
DC
CITIGATE HOTEL
4433 STRANDHERD DRIVE
EXISTING TELECOMMUNICATIONS CABINET
PHASE BOUNDARY
PROPERTY BOUNDARY
9
8
.
2
0
PONDING AREA AND ELEVATION
2. ISSUED FOR CITY OF OTTAWA REVIEW OCT 26/18 DDB
PROPOSED DITCH INLET CATCHBASIN
PROPOSED REARYARD CATCHBASIN
PROPOSED ROAD CATCHBASIN
DICB 2
RYCB 2
CB 2
PROPOSED REAR YARD CATCHBASIN ELBOWELB-1
PROPOSED REAR YARD CATCHBASIN TEET-1
T-1 PROPOSED REAR YARD CATCHBASIN
TEE WITH INSERT
PROPOSED REAR YARD CATCHBASIN ELBOWELB-1
PROPOSED ROAD CATCHBASINCB 2
PROPOSED ROAD CATCHBASIN MANHOLECBMH 1
PROPOSED ROAD CATCHBASIN MANHOLECBMH 1
20+
100
20+
150
2
0
+
2
0
0
2
0
+
2
5
0
3
+
0
5
0
3
+
1
0
0
3
+
1
5
0
3
0
+
1
5
0
3
0
+
2
0
0
D
C
D
C
D
C
D
C
D
C
DC
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
1
+
0
0
0
DC
DC
D
C
D
C
DC
DEEP COLLECTION WASTE DISPOSAL CONTAINERS
SNOW STORAGE
V
&
V
B
ELE
C.
MECH
PR
OP
OS
ED
H
OT
EL
(P
HA
SE
I)
5 S
TO
RE
Y, 9
9 R
OO
M
F
U
T
U
R
E
H
O
T
E
L
(
P
H
A
S
E
I
I
)
6
S
T
O
R
E
Y
,
8
5
R
O
O
M
US
F=
97
.0
0
FF
=9
8.8
0
U
S
F
=
9
6
.
9
0
F
F
=
9
8
.
7
0
SIAMESE
CONNECTION
M
R
8
0.12 ha
0.90
1
0.08 ha
0.90
2
0.13 ha
0.90
10
0.14 ha
0.90
13
0.06 ha
0.90
11
0.08 ha
0.90
12
0.03 ha
0.30
9
0.14 ha
0.70
7
0.10 ha
0.90
4
0.03 ha
0.30
C
A
P
C
A
P
114
106
T-1
T-2
116
ELB-1
108
CBMH 2
CB 2
CB 1
110
100
R
Y
C
B
1
CB 3
CB 4
102
T-3
CBMH 1
DICB 1
56
.1
m-5
25
mm
Ø S
TM
@
0
.1
6%
32.2m-250mmØ CBLEAD @ 0.53%
39.9m-450mmØ STM @ 0.20%
2
0
.
6
m
-
3
0
0
m
m
Ø
S
T
M
@
0
.
3
5
%
1
4
.
5
m
-
2
5
0
m
m
Ø
C
B
L
E
A
D
@
0
.
4
8
%
3.3m-250mmØ
CBLEAD @ 0.50%
12
.9
m-2
50
mm
Ø
CB
LE
AD
@
0
.5
0%
1
5
.
0
m
-
3
0
0
m
m
Ø
C
B
L
E
A
D
@
0
.
4
0
%
2
0
.
7
m
-
2
5
0
m
m
Ø
C
B
L
E
A
D
@
1
.
0
0
%
2.3m-250mmØ
CBLEAD @ 0.50%
4.7m-250mmØ STM
@ 1.29%
5.0m-600mmØ
CBLEAD @ 0.15%
24
.5
m-2
50
mm
Ø
CB
LE
AD
@
0
.5
0%
2
6
.7
m
-2
5
0
m
m
Ø
C
B
L
E
A
D
@
0
.5
0
%
18.3m-250mmØ
CBLEAD @ 0.50%
6.2m-250mmØ
CBLEAD @ 0.67%
2
2
.
9
m
-
7
5
0
m
m
Ø
S
T
M
@
0
.
1
3
%
3
6
.
1
m
-
7
5
0
m
m
Ø
S
T
M
@
0
.
1
1
%
5
8
.
0
m
-
7
5
0
m
m
Ø
S
T
M
@
0
.
1
0
%
3.8m-900mmØ STM
@ 0.23%
2.8m -
600mmØ STM
@ 0.36%
900A
206A
900
206
204
302
300A
1302
300
1300
902
2-3
2-4
3
-
2
3
-
1
15
0.001 ha
0.90
14
0.004 ha
0.90
3
0.03 ha
0.30
5
0.008 ha
0.30
6
0.04 ha
0.30
16
0.004 ha
0.30
C
R
O
S
S
K
E
Y
S
P
L
A
C
E
C
IT
IG
A
T
E
D
R
IV
E
P
R
O
P
O
S
E
D
6
m
S
T
O
R
M
E
A
S
E
M
E
N
T
P
R
O
P
O
S
E
D
6m
S
A
N
IT
A
R
Y
E
A
S
E
M
E
N
T
CBMH 2
MAXIMUM STATIC DEPTH=0.30m
5yr PONDING DEPTH=0.00m
100yr PONDING DEPTH=0.20m
CB 2
MAXIMUM STATIC DEPTH=0.30m
5yr PONDING DEPTH=0.00m
100yr PONDING DEPTH=0.16m
CB 1
MAXIMUM STATIC DEPTH=0.27m
5yr PONDING DEPTH=0.00m
100yr PONDING DEPTH=0.19m
CBMH 1
MAXIMUM STATIC DEPTH=0.24m
5yr PONDING DEPTH=0.00m
100yr PONDING DEPTH=0.19m
98.24
98.20
98.17
9
8
.
2
0
17
.7
m - 5
R
UN
S
TO
TA
LIN
G 4
0
ST
OR
MT
EC
H
SC
-7
40
@
0
.8
%
2.0m-250mmØ STM
@ 0.43%
2.0m-250mmØ STM
@ 0.43%
104
2.7m-750mmØ STM
@ 0.37%
7.0m-450mmØ STM
@ 0.14%
FUT
2.45 ha
0.85
PONDING TABLE
1
CB No.
CB1 97.90
T/G ELEVATION
(m)
EVENT
WATER LEVEL
ELEVATION (DEPTH) (m)
100yr PONDING
VOLUME (m)
5yr
2yr
100yr
MAX
STATIC
MAXIMUM STATIC
STORAGE VOLUME (m)
97.04 (0.00)
97.61 (0.00)
98.09 (0.19)
98.15 (0.25)
98.17 (0.27)
13.0 25.0
CB2 97.94
5yr
2yr
100yr
MAX
STATIC
97.04 (0.00)
97.62 (0.00)
98.10 (0.16)
98.16 (0.22)
98.24 (0.30)
4.0 12.0
CB3 97.90
5yr
2yr
100yr
MAX
STATIC
97.04 (0.00)
97.61 (0.00)
98.10 (0.20)
98.15 (0.25)
98.20 (0.30)
28.0 66.0
CB4 97.90
5yr
2yr
100yr
MAX
STATIC
97.04 (0.00)
97.61 (0.00)
98.09 (0.19)
98.15 (0.25)
98.16 (0.26)
18.0 33.0
CBMH1 97.90
5yr
2yr
100yr
MAX
STATIC
97.04 (0.00)
97.61 (0.00)
98.09 (0.19)
98.15 (0.25)
98.20 (0.30)
21.0 40.0
CBMH2 97.90
5yr
2yr
100yr
MAX
STATIC
97.04 (0.00)
97.61 (0.00)
98.10 (0.20)
98.15 (0.25)
98.20 (0.30)
15.0 35.0
1. BASED ON PCSWMM MODEL (4-HOUR CHICAGO STORM DISTRIBUTION)
ROOF DRAIN TABLE
AREA ID
1
ROOF DRAIN TYPE
HEAD
WATTS ROOF DRAINS-
ADJUSTABLE (4)
SETTING
3
4
OPEN
Q (L/s) Vol (m³)
HEAD
Q (L/s) Vol (m³)
1:5 - YEAR EVENT 1:100 - YEAR EVENT
0.11 4.8 23.0 0.14 5.9 45.2
CATCHBASIN TABLE ICD DATA TABLE
CB No.
*CBMH 1
T-3
T/G ELEVATION
(m)
97.90
97.77
INVERT
(m)
96.09
96.31
ICD DIA.
83
75
92
ORIFICE
INVERT (m)
MAX
HEAD (m)
2-yr ORIFICE
PEAK FLOW (L/s)
5-yr ORIFICE
PEAK FLOW (L/s)
100-yr ORIFICE
PEAK FLOW (L/s)
96.35
96.21
97.35
1.72
1.69
0.35
2
11
0
7
15
8
16
17
19
*REFER TO DRAWING 118081-ND FOR CBMH1 DETAIL
REFER TO 118081-ND FOR ADDITIONAL NOTES
STORM DRAINAGE AREA PLAN
118081-00
REV # 1
118081-STM
DDB
DDB
RBG
DDB
DDB
M:\2
01
8\1
18
08
1\C
AD
\D
esig
n\1
18
08
1-S
TM
.d
wg
, S
TM
, O
ct 2
6, 2
01
8 - 1
0:1
3a
m, rg
ra
yto
n
PLANA1.DWG - 841mmx594mm
NOTE:
THE POSITION OF ALL POLE LINES, CONDUITS,
WATERMAINS, SEWERS AND OTHER
UNDERGROUND AND OVERGROUND UTILITIES AND
STRUCTURES IS NOT NECESSARILY SHOWN ON
THE CONTRACT DRAWINGS, AND WHERE SHOWN,
THE ACCURACY OF THE POSITION OF SUCH
UTILITIES AND STRUCTURES IS NOT GUARANTEED.
BEFORE STARTING WORK, DETERMINE THE EXACT
LOCATION OF ALL SUCH UTILITIES AND
STRUCTURES AND ASSUME ALL LIABILITY FOR
DAMAGE TO THEM.
PROJECT No.
REV
DRAWING No.
DRAWING NAME
LOCATION
No. REVISION DATEBY
FOR REVIEW ONLY
SCALE
APPROVED
CHECKED
DRAWN
CHECKED
DESIGN
Engineers, Planners & Landscape Architects
Suite 200, 240 Michael Cowpland Drive
Ottawa, Ontario, Canada K2M 1P6
Telephone (613) 254-9643
Facsimile (613) 254-5867
Website www.novatech-eng.com
NORTH
1. ISSUED FOR CITY OF OTTAWA REVIEW OCT 26/18 DDB
1:300
120
1:300
6 93
M
C
K
E
N
N
A
P
H
E
A
S
A
N
T
R
U
N
D
R
R
A
F
T
U
S
S
Q
J
O
C
K
V
A
L
E
R
D
L
A
M
IN
G
S
T
C
E
D
A
R
V
I
E
W
R
D
M
A
R
A
V
I
S
T
A
D
R
W
E
Y
B
R
I
D
G
E
D
R
F
L
A
N
D
E
R
S
S
T
P
E
A
C
O
C
K
C
R
E
S
O
'
K
E
E
F
E
C
R
T
C
A
S
E
Y
D
R
H
W
Y
4
1
6
K
E
N
N
E
V
A
L
E
D
R
M
A
R
A
V
I
S
T
A
D
R
R
A
I
L
R
O
A
D
FA
LLO
WF
IE
L
D
R
D
J
O
C
K
V
A
L
E
R
D
N.T.S.
KEY PLAN
S
T
R
A
N
D
SITE
S
Y
S
T
E
M
H
O
U
S
E
S
T
.
D
E
A
L
E
R
S
H
I
P
S
T
.
C
I
T
I
G
A
T
E
D
R
I
V
E
P
L
A
C
E
C
R
O
S
S
K
E
Y
D
R
I
V
E
H
E
R
D
P
H
I
L
S
A
R
S
T
.
O
'K
E
E
F
E
D
R
A
I
N
O
'
K
E
E
F
E
D
R
A
I
N
LEGEND
PROPOSED TOP OF BOTTOM FLANGE
PROPOSED HYDRANT LOCATION
PROPOSED ROAD CATCHBASIN
PROPOSED REARYARD CATCHBASIN
HYD
CB
RYCB
T/F=127.55
PROPOSED DITCH INLET CATCHBASINDICB 2
PROPOSED REAR YARD CATCHBASIN ELBOWELB-1
PROPOSED REAR YARD CATCHBASIN TEET-1
PROPOSED STORM MH & SEWER
EXISTING STORM MH & SEWER
8
0.08 ha
0.90
STORM DRAINAGE AREA BOUNDARY
STORM DRAINAGE AREA
STORM DRAINAGE COEFFICIENT
STORM DRAINAGE AREA NUMBER
104
302
OVERLAND FLOW DIRECTION
PRELIMINARY
NOT FOR
CONSTRUCTION
CITIGATE HOTEL
4433 STRANDHERD DRIVE
9
8
.
2
0
PONDING AREA AND ELEVATION
DC
DC
D
C
D
C
DC
DEEP COLLECTION WASTE DISPOSAL CONTAINERS
SNOW STORAGE
ELE
C.
MECH
PR
OP
OS
ED
H
OT
EL
(P
HA
SE
I)
5 S
TO
RE
Y, 9
9 R
OO
M
F
U
T
U
R
E
H
O
T
E
L
(
P
H
A
S
E
I
I
)
6
S
T
O
R
E
Y
,
8
5
R
O
O
M
US
F=
97
.0
0
FF
=9
8.8
0
U
S
F
=
9
6
.
9
0
F
F
=
9
8
.
7
0
C
IT
IG
A
T
E
D
R
IV
E
C
R
O
S
S
K
E
Y
S
P
L
A
C
E
P
R
O
P
O
S
E
D
6
m
S
T
O
R
M
E
A
S
E
M
E
N
T
P
R
O
P
O
S
E
D
6m
S
A
N
IT
A
R
Y
E
A
S
E
M
E
N
T
SIAMESE
CONNECTION
M
R
105
101 103
1
1
4
1
1
6
106
108
T-2
ELB-1
T-1
110
102
112
104
CB 2
100
CB 1
CBMH 2
RYCB 1
CB 3
CB 4
CBMH 1
T-3
DICB 1
HYD
V
&
V
B
V
&
V
B
INSTALL MUD MAT
AS PER DETAIL
201
205
203
1
0
1
9
0
0
A
2
0
6
A
9
0
0
2
0
6
2
0
4
3
0
2
3
0
0
A
1
3
0
2
3
0
0
1
3
0
0
9
0
2
1
0
6
8
1070
2-3
2-4
3
-
2
3
-
1
STRAW BALES
REFER TO 118081-ND FOR ADDITIONAL NOTES
EROSION AND SEDIMENT CONTROL
118081-00
REV # 1
118081-ESC
DDB
DDB
RBG
DDB
DDB
M:\2
01
8\1
18
08
1\C
AD
\D
esig
n\1
18
08
1-E
SC
.d
wg
, E
SC
, O
ct 2
5, 2
01
8 - 1
1:1
8a
m, rg
ra
yto
n
PLANA1.DWG - 841mmx594mm
NOTE:
THE POSITION OF ALL POLE LINES, CONDUITS,
WATERMAINS, SEWERS AND OTHER
UNDERGROUND AND OVERGROUND UTILITIES AND
STRUCTURES IS NOT NECESSARILY SHOWN ON
THE CONTRACT DRAWINGS, AND WHERE SHOWN,
THE ACCURACY OF THE POSITION OF SUCH
UTILITIES AND STRUCTURES IS NOT GUARANTEED.
BEFORE STARTING WORK, DETERMINE THE EXACT
LOCATION OF ALL SUCH UTILITIES AND
STRUCTURES AND ASSUME ALL LIABILITY FOR
DAMAGE TO THEM.
PROJECT No.
REV
DRAWING No.
DRAWING NAME
LOCATION
No. REVISION DATEBY
FOR REVIEW ONLY
SCALE
APPROVED
CHECKED
DRAWN
CHECKED
DESIGN
Engineers, Planners & Landscape Architects
Suite 200, 240 Michael Cowpland Drive
Ottawa, Ontario, Canada K2M 1P6
Telephone (613) 254-9643
Facsimile (613) 254-5867
Website www.novatech-eng.com
NORTH
1:300
120
1:300
6 93
M
C
K
E
N
N
A
P
H
E
A
S
A
N
T
R
U
N
D
R
R
A
F
T
U
S
S
Q
J
O
C
K
V
A
L
E
R
D
L
A
M
IN
G
S
T
C
E
D
A
R
V
I
E
W
R
D
M
A
R
A
V
I
S
T
A
D
R
W
E
Y
B
R
I
D
G
E
D
R
F
L
A
N
D
E
R
S
S
T
P
E
A
C
O
C
K
C
R
E
S
O
'
K
E
E
F
E
C
R
T
C
A
S
E
Y
D
R
H
W
Y
4
1
6
K
E
N
N
E
V
A
L
E
D
R
M
A
R
A
V
I
S
T
A
D
R
R
A
I
L
R
O
A
D
FA
LLO
WF
IE
L
D
R
D
J
O
C
K
V
A
L
E
R
D
N.T.S.
KEY PLAN
S
T
R
A
N
D
SITE
S
Y
S
T
E
M
H
O
U
S
E
S
T
.
D
E
A
L
E
R
S
H
I
P
S
T
.
C
I
T
I
G
A
T
E
D
R
I
V
E
P
L
A
C
E
C
R
O
S
S
K
E
Y
D
R
I
V
E
H
E
R
D
P
H
I
L
S
A
R
S
T
.
O
'K
E
E
F
E
D
R
A
I
N
O
'
K
E
E
F
E
D
R
A
I
N
PRELIMINARY
NOT FOR
CONSTRUCTION
PROPOSED DITCH INLET CATCHBASIN
PROPOSED REARYARD CATCHBASIN
PROPOSED ROAD CATCHBASIN
PROPOSED STORM MH & SEWER
PROPOSED SANITARY MH & SEWER
DICB 2
RYCB 2
CB 2
PROPOSED HYDRANT C/W VALVE & LEAD
VALVE & VALVE CHAMBER
VALVE & VALVE BOX
PROPOSED VALVE LOCATION
V&VB
V&VC
HYD
LEGEND
PROPOSED TOP OF BOTTOM FLANGE
T/F=98.45
EXISTING SANITARY MH
EXISTING STORM MH
DIRECTION OF FLOW
PROPOSED REAR YARD CATCHBASIN ELBOWELB-1
PROPOSED REAR YARD CATCHBASIN TEET-1
200mm
MINIMUM
8
m
M
I
N
I
M
U
M
2
0
m
M
I
N
I
M
U
M
50mm TO 100mm
CRUSHED STONE
'TERRAFIX 400R'
FILTER CLOTH
MUD MAT DETAIL
N.T.S.
TEMPORARY CATCHBASIN INSERT DETAIL
N.T.S.
-SILTSACK BY TERRAFIX
CITIGATE HOTEL
4433 STRANDHERD DRIVE
103
108
101
100
PROPERTY BOUNDARY
PROPOSED PHASE BOUNDARY
PROPOSED SILT FENCE
PROPOSED MUD MAT
T-1 PROPOSED REAR YARD CATCHBASIN
TEE WITH INSERT
PROPOSED REAR YARD CATCHBASIN ELBOWELB-1
PROPOSED ROAD CATCHBASINCB 2
PROPOSED ROAD CATCHBASIN MANHOLECBMH 1
PROPOSED ROAD CATCHBASIN MANHOLECBMH 1
1. ISSUED FOR CITY OF OTTAWA REVIEW OCT 26/18 DDB
CB
MH
1
TG
=9
7.9
0m
92mm ORIFICE
INV.=97.35m
600mm STM525mm STM
75mm ORIFICE
INV.=96.16m
25
0m
m
INV.=97.20m
NOTES AND DETAILS PLAN
118081-00
REV # 1
118081-ND
DDB
DDB
RBG
DDB
DDB
M:\2
01
8\1
18
08
1\C
AD
\D
esig
n\1
18
08
1-N
D.d
wg
, P
LA
NS
-A
1, O
ct 2
6, 2
01
8 - 9
:2
6a
m, rg
ra
yto
n
PLANA1.DWG - 841mmx594mm
NOTE:
THE POSITION OF ALL POLE LINES, CONDUITS,
WATERMAINS, SEWERS AND OTHER
UNDERGROUND AND OVERGROUND UTILITIES AND
STRUCTURES IS NOT NECESSARILY SHOWN ON
THE CONTRACT DRAWINGS, AND WHERE SHOWN,
THE ACCURACY OF THE POSITION OF SUCH
UTILITIES AND STRUCTURES IS NOT GUARANTEED.
BEFORE STARTING WORK, DETERMINE THE EXACT
LOCATION OF ALL SUCH UTILITIES AND
STRUCTURES AND ASSUME ALL LIABILITY FOR
DAMAGE TO THEM.
PROJECT No.
REV
DRAWING No.
DRAWING NAME
LOCATION
No. REVISION DATEBY
FOR REVIEW ONLY
SCALE
APPROVED
CHECKED
DRAWN
CHECKED
DESIGN
Engineers, Planners & Landscape Architects
Suite 200, 240 Michael Cowpland Drive
Ottawa, Ontario, Canada K2M 1P6
Telephone (613) 254-9643
Facsimile (613) 254-5867
Website www.novatech-eng.com
2) INSULATE ALL SANITARY PIPES THAT HAVE LESS THAN 2.5m COVER AND ALL STORM PIPES WITH LESS THAN 2.0m COVER WITH
50mmX1200mm HI-40 INSULATION. PROVIDE 150mm CLEARANCE BETWEEN PIPE AND INSULATION.
3) SERVICES ARE TO BE CONSTRUCTED TO 1.0m FROM FACE OF BUILDING AT A MINIMUM SLOPE OF 1.0%.
4) PIPE BEDDING, COVER AND BACKFILL ARE TO BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY
DENSITY. THE USE OF CLEAR CRUSHED STONE AS A BEDDING LAYER SHALL NOT BE PERMITTED.
5) FLEXIBLE CONNECTIONS ARE REQUIRED FOR CONNECTING PIPES TO MANHOLES USING APPROVED MATERIALS AS SPECIFIED IN
CITY OF OTTAWA SPECIFICATION MS 22.15.
6) THE OWNER SHALL REQUIRE THAT THE SITE SERVICING CONTRACTOR PERFORM FIELD TESTS FOR QUALITY CONTROL OF ALL
SANITARY SEWERS. LEAKAGE TESTING SHALL BE COMPLETED IN ACCORDANCE WITH OPSS 410.07.16, 410.07.16.04 AND 407.07.24.
DYE TESTING IS TO BE COMPLETED ON ALL SANITARY SERVICES TO CONFIRM PROPER CONNECTION TO THE SANITARY SEWER
MAIN. THE FIELD TESTS SHALL BE PERFORMED IN THE PRESENCE OF A CERTIFIED PROFESSIONAL ENGINEER WHO SHALL SUBMIT
A CERTIFIED COPY OF THE TEST RESULTS.
7) FULL PORT BACKWATER VALVES ARE REQUIRED ON THE SANITARY SERVICES. INSTALLED AS PER THE MANUFACTURERS
RECOMMENDATIONS AND A BACKWATER VALVE IS REQUIRED ON THE STORM SERVICES / FOUNDATION DRAINS FOR EACH
BUILDING; INSTALLED AS PER STD. DWG S14.
8) CONTRACTOR TO TELEVISE (CCTV) ALL PROPOSED SEWERS/LATERALS.
9) REINSTATE ALL EXISTING PAVEMENT, CURB AND BOULEVARDS AS PER CITY OF OTTAWA R10.
10) FROST TAPER SHALL BE CONSTRUCTED AS RECOMMENDED IN THE GEOTECHNICAL REPORT.
11) STORMTECH SC-740 (OR APPROVED EQUIVALENT) TO BE INSTALLED AS PER MANUFACTURERS SPECIFICATIONS AND DESIGN.
REFER TO STORMWATER MANAGEMENT REPORT BY NOVATECH FOR FURTHER DETAILS. CONTRACTOR TO PROVIDE SHOP
DRAWINGS FOR REVIEW PRIOR TO ORDERING MATERIALS.
WATERMAIN NOTES:
2) SUPPLY AND CONSTRUCT ALL WATERMAINS AND APPURTENANCES IN ACCORDANCE WITH THE CITY OF
OTTAWA STANDARD AND SPECIFICATIONS. EXCAVATION, INSTALLATION, BACKFILL AND RESTORATION OF ALL
WATERMAINS BY THE CONTRACTOR. CONNECTIONS AND SHUT-OFFS AT THE MAIN AND CHLORINATION OF
THE WATER SYSTEM SHALL BE PERFORMED BY CITY OFFICIALS.
3) WATERMAIN SHALL BE MINIMUM 2.4m DEPTH BELOW GRADE UNLESS OTHERWISE INDICATED. OTHERWISE
THERMAL INSULATION IS REQUIRED AS PER STD. DWG W22.
4) PROVIDE MINIMUM 0.50m CLEARANCE BETWEEN OUTSIDE OF PIPES AT ALL CROSSINGS WHEN WATERMAIN IS
BELOW AND MINIMUM 0.25m CLEARANCE WHEN WATERMAIN IS ABOVE.
5) WATER SERVICE IS TO BE CONSTRUCTED TO WITHIN 1m OF FOUNDATION WALL AND CAPPED, UNLESS
OTHERWISE INDICATED.
WATERMAIN ( 150mmØ )
WATERMAIN TRENCHING
ITEM
VALVE BOX ASSEMBLY
THERMAL INSULATED AT OPEN STRUCTURE
WATER SERVICE INSTALATION AT SEWER
CROSSING.
THERMAL INSULATION IN SHALLOW TRENCHES
CONNECTION DETAIL FROM EXISTING TO NEW WM
WATERMAIN CROSSING OVER SEWER
WATERMAIN CROSSING BELOW SEWER
1) SPECIFICATIONS:
GRADING NOTES:
1) ALL TOPSOIL, ORGANIC OR DELETERIOUS MATERIAL MUST BE ENTIRELY REMOVED FROM BENEATH THE PROPOSED PAVED
AREAS.
2) EXPOSED SUBGRADES IN PROPOSED PAVED AREAS SHOULD BE PROOF ROLLED WITH A LARGE STEEL DRUM ROLLER AND
INSPECTED BY THE GEOTECHNICAL CONSULTANT.
3) ANY SOFT AREAS EVIDENT FROM THE PROOF ROLLING SHOULD BE SUBEXCAVATED AND REPLACED WITH SUITABLE MATERIAL
THAT IS FROST COMPATIBLE WITH THE EXISTING SOILS.
4) THE GRANULAR BASE SHOULD BE COMPACTED TO AT LEAST 100% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY VALUE.
ANY ADDITIONAL GRANULAR FILL USED BELOW THE PROPOSED PAVEMENT SHOULD BE COMPACTED TO AT LEAST 95% OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY VALUE.
5) GRADE AND/OR FILL BEHIND PROPOSED CURB AND BETWEEN BUILDINGS AND CURBS, WHERE REQUIRED TO PROVIDE POSITIVE
DRAINAGE.
6) MINIMUM OF 2% GRADE FOR ALL GRASS AREAS UNLESS OTHERWISE NOTED.
7) ALL GRADES BY CURBS ARE EDGE OF PAVEMENT GRADES UNLESS OTHERWISE INDICATED.
8) ALL CURBS SHALL BE BARRIER CURB (150mm) UNLESS OTHERWISE NOTED AND CONSTRUCTED AS PER CITY OF OTTAWA
STANDARDS (SC1.1).
9) REFER TO LANDSCAPE PLAN FOR PLANTING AND OTHER LANDSCAPE FEATURE DETAILS.
10) FROST TAPER SHALL BE CONSTRUCTED AS RECOMMENDED IN THE GEOTECHNICAL REPORT.
EROSION AND SEDIMENT CONTROL NOTES :
1) ALL EROSION AND SEDIMENT CONTROLS ARE TO BE INSTALLED TO THE SATISFACTION OF THE ENGINEER AND THE CITY OF
OTTAWA. THEY ARE TO BE APPROPRIATE TO THE SITE CONDITIONS, PRIOR TO UNDERTAKING ANY SITE ALTERATIONS (FILLING,
GRADING, REMOVAL OF VEGETATION, ETC.) AND DURING ALL PHASES OF SITE PREPARATION AND CONSTRUCTION. THESE
PRACTICES ARE TO BE IMPLEMENTED IN ACCORDANCE WITH THE CURRENT BEST MANAGEMENT PRACTICES FOR EROSION
AND SEDIMENT CONTROL AND SHOULD INCLUDE AS A MINIMUM THOSE MEASURES INDICATED ON THE PLAN.
2) TO PREVENT SURFACE EROSION FROM ENTERING THE DITCH OR STORM SYSTEM DURING CONSTRUCTION, CATCHBASIN
INSERTS WILL BE PLACED UNDER GRATES OF CATCHBASINS AND STRUCTURES. (REFER TO CATCHBSASIN INSERT DETAIL ON
THIS PLAN) A LIGHT DUTY SILT FENCE BARRIER WILL ALSO BE INSTALLED ALONG THE PROPERTY LINES. THESE CONTROL
MEASURES WILL REMAIN IN PLACE UNTIL VEGETATION HAS BEEN ESTABLISHED AND CONSTRUCTION IS COMPLETE.
3) TEMPORARY FILTER CLOTH IS TO BE INSTALLED IN ALL LANDSCAPE TEES AND ELBOWS AND SHALL BE REMOVED WHEN
LANDSCAPED AREAS ARE COMPLETED.
4) THE SEDIMENT CONTROL MEASURES SHALL ONLY BE REMOVED WHEN, IN THE OPINION OF THE ENGINEER, THE MEASURES ARE
NO LONGER REQUIRED. NO CONTROL MEASURES MAY BE PERMANENTLY REMOVED WITHOUT PRIOR AUTHORIZATION FROM
THE ENGINEER.
5) THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE ENGINEER ANY ACCIDENTAL DISCHARGES OF SEDIMENT MATERIAL
INTO ANY DITCH OR STORM SEWER SYSTEM. APPROPRIATE RESPONSE MEASURES, INCLUDING ANY REPAIRS TO EXISTING
CONTROL MEASURES OR THE IMPLEMENTATION OF ADDITIONAL CONTROL MEASURES, SHALL BE CARRIED OUT BY THE
CONTRACTOR WITHOUT DELAY.
6) THE CONTRACTOR ACKNOWLEDGES THAT FAILURE TO IMPLEMENT EROSION AND SEDIMENT CONTROL MEASURES MAY BE
SUBJECT TO PENALTIES IMPOSED BY ANY APPLICABLE REGULATORY AGENCY.
7) ROADWAYS ARE TO BE SWEPT AS REQUIRED OR AS DIRECTED BY THE ENGINEER AND/OR MUNICIPALITY.
8) THE CONTRACTOR SHALL ENSURE PROPER DUST CONTROL IS PROVIDED WITH THE APPLICATION OF WATER (AND IF REQUIRED,
CALCIUM CHLORIDE) DURING DRY PERIODS.
GENERAL NOTES:
1) COORDINATE AND SCHEDULE ALL WORK WITH OTHER TRADES AND CONTRACTORS.
2) DETERMINE THE EXACT LOCATION, SIZE, MATERIAL AND ELEVATION OF ALL EXISTING UTILITIES PRIOR TO COMMENCING
CONSTRUCTION. PROTECT AND ASSUME RESPONSIBILITY FOR ALL EXISTING UTILITIES WHETHER OR NOT SHOWN ON THIS
DRAWING.
3) OBTAIN ALL NECESSARY PERMITS AND APPROVALS FROM THE CITY OF OTTAWA BEFORE COMMENCING CONSTRUCTION.
4) BEFORE COMMENCING CONSTRUCTION OBTAIN AND PROVIDE PROOF OF COMPREHENSIVE, ALL RISK AND OPERATIONAL
LIABILITY INSURANCE FOR $5,000,000.00. INSURANCE POLICY TO NAME OWNERS, ENGINEERS AND ARCHITECTS AS CO-INSURED.
5) RESTORE ALL DISTURBED AREAS ON-SITE AND OFF-SITE, INCLUDING TRENCHES AND SURFACES ON PUBLIC ROAD
ALLOWANCES TO EXISTING CONDITIONS OR BETTER TO THE SATISFACTION OF THE CITY OF OTTAWA AND ENGINEER.
6) REMOVE FROM SITE ALL EXCESS EXCAVATED MATERIAL, ORGANIC MATERIAL AND DEBRIS UNLESS OTHERWISE INSTRUCTED BY
ENGINEER. EXCAVATE AND REMOVE FROM SITE ANY CONTAMINATED MATERIAL. ALL CONTAMINATED MATERIAL SHALL BE
DISPOSED OF AT A LICENSED LANDFILL FACILITY.
7) ALL ELEVATIONS ARE GEODETIC.
8) FOR TOPOGRAPHICAL SURVEY INFORMATION, REFER TO PART OF BLOCK 1, REGISTERED PLAN 4M-1538 DATED JANUARY 24,
2018 BY ANNIS O'SULLIVAN VOLLEBEKK LTD.
9) REFER TO ARCHITECT'S AND LANDSCAPE ARCHITECT'S DRAWINGS FOR BUILDING AND HARDSURFACE AREAS AND DIMENSIONS.
10) REFER TO DEVELOPMENT SERVICING STUDY AND STORMWATER MANAGEMENT REPORT (DATED OCTOBER, 2018) PREPARED BY
NOVATECH.
11) SAW CUT AND KEY GRIND ASPHALT AT ALL ROAD CUTS AND ASPHALT TIE IN POINTS AS PER CITY OF OTTAWA STANDARDS (R10).
12) PROVIDE LINE/PARKING PAINTING.
13) CONTRACTOR TO PROVIDE THE CONSULTANT WITH A GRADING PLAN INDICATING THE AS-BUILT ELEVATION OF EVERY DESIGN
GRADE SHOWN ON THIS PLAN.
14) REFER TO GEOTECHNICAL REPORT (NO. PG 2449-1R, DATED NOVEMBER 1, 2012) PREPARED BY PATERSON GROUP INC. FOR
SUBSURFACE CONDITIONS, CONSTRUCTION RECOMMENDATIONS, AND GEOTECHNICAL INSPECTION REQUIREMENTS. THE
GEOTECHNICAL CONSULTANT IS TO REVIEW ON-SITE CONDITIONS AFTER EXCAVATION PRIOR TO PLACEMENT OF THE
GRANULAR MATERIAL.
15) ALL MATERIALS AND CONSTRUCTION METHODS SHALL BE IN ACCORDANCE WITH THE CITY OF OTTAWA STANDARDS AND
SPECIFICATIONS AND ONTARIO PROVINCIAL STANDARDS AND SPECIFICATIONS. ONTARIO PROVINCIAL STANDARDS AND
SPECIFICATIONS WILL APPLY WHERE NO CITY STANDARDS ARE AVAILABLE.
16) ALL PRIVATE APPROACHES MUST BE CONSTRUCTED AS PER CITY SPECIFICATION SC7.1.
PAVEMENT STRUCTURE:
LIGHT DUTY (PARKING AREAS)
50mm SUPER PAVE 12.5
150mm GRAN "A"
300mm GRAN "B" TYPE I
HEAVY DUTY ASPHALT/ FIRE ROUTE
40mm SUPER PAVE 12.5
50mm SUPER PAVE 19.0
150mm GRAN "A"
450mm GRAN "B" TYPE I
SEWER NOTES:
1. SPECIFICATIONS:
ITEM SPEC No. REFERENCE
CATCHBASIN (600x600mm) 705.010 OPSD
STORM / SANITARY MANHOLE (1200Ø) 701.010 OPSD
CB, FRAME & COVER S19.1, S22, S23, 400.020 CITY OF OTTAWA/OPSD
STORM / SANITARY MH FRAME & COVER 401.010 OPSD
SEWER TRENCH - BEDDING (GRANULAR A) S6, S7 CITY OF OTTAWA/OPSD
COVER (GRANULAR A OR GRANULAR B TYPE I, S6, S7 CITY OF OTTAWA/OPSD
WITH MAXIMUM PARTICLE SIZE = 25mm)
CATCHBASIN LEAD PVC DR 35
PERFORATED PIPE S29 CITY OF OTTAWA
LANDSCAPE CB "T" S30 CITY OF OTTAWA
LANDSCAPE CB "E" S31 CITY OF OTTAWA
SEWER SERVICE CONNECTION - RIGID PIPE S11 CITY OF OTTAWA
SEWER SERVICE ABANDONMENT S11.4 CITY OF OTTAWA
STORM SEWER PVC DR 35
SANITARY SEWER PVC DR 28
PRELIMINARY
NOT FOR
CONSTRUCTION
200mm
MINIMUM
8
m
M
I
N
I
M
U
M
2
0
m
M
I
N
I
M
U
M
50mm TO 100mm
CRUSHED STONE
'TERRAFIX 400R'
FILTER CLOTH
MUD MAT DETAIL
N.T.S.
TEMPORARY CATCHBASIN INSERT DETAIL
N.T.S.
-SILTSACK BY TERRAFIX
CITIGATE HOTEL
4433 STRANDHERD DRIVE
CATCHBASIN MANHOLE (CBMH1) OVERFLOW DETAIL
N.T.S.
1. ISSUED FOR CITY OF OTTAWA REVIEW OCT 26/18 DDB