citigate hotel 4433 strandherd drive stormwater management …

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

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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

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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


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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)


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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.

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Ottawa, Ontario, Canada K2M 1P6

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Facsimile (613) 254-5867

Website www.novatech-eng.com

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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.


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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.


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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.


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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.


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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


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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)


(L/s)


(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.


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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


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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.


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


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.


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.


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


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 2 Unit #6/7 12.04 85% Stormceptor STC 9000 x2 STM MHs 904 / 904A 10.555 / 32.980 (x2) 44.355 (x2) 100



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 2 Unit #6/7 12.04 85% Stormceptor STC 9000 x2



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.


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


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


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




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




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




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



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




Telephone (613) 254-9643

Facsimile (613) 254-5867


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 ROAD CATCHBASINCB 2

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


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


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


NOTE:











DAMAGE TO THEM.

PROJECT No.

REV

DRAWING No.

DRAWING NAME

LOCATION

No. REVISION DATEBY

FOR REVIEW ONLY

SCALE

APPROVED

CHECKED

DRAWN

CHECKED

DESIGN




Telephone (613) 254-9643

Facsimile (613) 254-5867


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 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



MH 100

MH 101

EXISTING SANITARY 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


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


EXISTING TELECOMMUNICATIONS CABINET

PHASE BOUNDARY

PROPERTY BOUNDARY

9

8

.

2

0

PONDING AREA AND ELEVATION





DICB 2

RYCB 2

CB 2




TEE WITH INSERT





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


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


CB 2




CB 1




CBMH 1




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


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


NOTE:











DAMAGE TO THEM.

PROJECT No.

REV

DRAWING No.

DRAWING NAME

LOCATION

No. REVISION DATEBY

FOR REVIEW ONLY

SCALE

APPROVED

CHECKED

DRAWN

CHECKED

DESIGN




Telephone (613) 254-9643

Facsimile (613) 254-5867


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

LEGEND


PROPOSED HYDRANT LOCATION



HYD

CB

RYCB

T/F=127.55

PROPOSED DITCH INLET CATCHBASINDICB 2





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


9

8

.

2

0

PONDING AREA AND ELEVATION

DC

DC

D

C

D

C

DC


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

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RYCB 1

CB 3

CB 4

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STRAW BALES


EROSION AND SEDIMENT CONTROL

118081-00

REV # 1

118081-ESC

DDB

DDB

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DAMAGE TO THEM.

PROJECT No.

REV

DRAWING No.

DRAWING NAME

LOCATION

No. REVISION DATEBY

FOR REVIEW ONLY

SCALE

APPROVED

CHECKED

DRAWN

CHECKED

DESIGN




Telephone (613) 254-9643

Facsimile (613) 254-5867


NORTH

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PRELIMINARY

NOT FOR

CONSTRUCTION






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


T/F=98.45

EXISTING SANITARY MH

EXISTING STORM MH

DIRECTION OF FLOW



200mm

MINIMUM

8

m

M

I

N

I

M

U

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2

0

m

M

I

N

I

M

U

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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


103

108

101

100

PROPERTY BOUNDARY

PROPOSED PHASE BOUNDARY

PROPOSED SILT FENCE

PROPOSED MUD MAT


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INV.=97.35m

600mm STM525mm STM

75mm ORIFICE

INV.=96.16m

25

0m

m

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NOTES AND DETAILS PLAN

118081-00

REV # 1

118081-ND

DDB

DDB

RBG

DDB

DDB

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DAMAGE TO THEM.

PROJECT No.

REV

DRAWING No.

DRAWING NAME

LOCATION

No. REVISION DATEBY

FOR REVIEW ONLY

SCALE

APPROVED

CHECKED

DRAWN

CHECKED

DESIGN




Telephone (613) 254-9643

Facsimile (613) 254-5867


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)


150mm GRAN "A"

300mm GRAN "B" TYPE I

HEAVY DUTY ASPHALT/ FIRE ROUTE



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


CATCHBASIN MANHOLE (CBMH1) OVERFLOW DETAIL

N.T.S.


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