FUNCTIONAL SERVICING AND STORMWATER ... planning/da-161474...Apartments 144 Commercial Space 2,380 TOTAL 144 2,380 1.3 Purpose of Report This Functional Servicing and Stormwater Management

VALDOR ENGINEERING INC. Municipal � Land Development � Water Resources

Site Development � Project Management � Contract Administration

Consulting Engineers – est. 1992

741 Rowntree Dairy Road, Ste.2

Woodbridge, Ontario L4L 5T9

TEL (905) 264-0054

FAX (905) 264-0069

[email protected]

www.valdor-engineering.com

Authorized by the Association of Professional Engineers

of Ontario to offer professional engineering services.

FUNCTIONAL SERVICING AND

STORMWATER MANAGEMENT REPORT Proposed Condominium Building

150 Randall St., 143 & 147 Church St. and 125 Navy St. Town of Oakville

Prepared For: Randall Oakville Developments,

o/o TRG (Randall) Inc.

File: 12132

January 2020

Functional Servicing and Stormwater Management Report Proposed Residential Development, 150 Randall Street, Town of Oakville

January 2020 File: 12132

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TABLE OF CONTENTS

1.0 INTRODUCTION--------------------.---------- 4

1.1 Existing Conditions----------------.--------..-- 4

1.2 Proposed Development---------------.--------.-. 4

1.3 Purpose of Report-----------------.--------...- 4

2.0 WATER SUPPLY--------------------.---------.. 5

2.1 Domestic Demand--------------------------- 5

2.2 Fire Flow-------------------------------. 6

2.3 Water Service Connection----------------------..- 6

3.0 WASTEWATER SERVICING-------------------.--..--.... 6

3.1 Wastewater Loading-------------------------.- 7

3.2 Sanitary Service Connection-------------------..--.- 7

3.3 Downstream Sanitary Capacity-----------------..---- 8

4.0 STORM DRAINAGE---------------------.-.-----.- 8

4.1 Minor System------.---------------.-..------ 9

4.2 Major System------..---------------.-..------ 9

4.3 Roof Drainage----------------------------- 9

4.4 Foundation Drainage-----------------------....-- 9

5.0 STORMWATER MANAGEMENT---------.--------------. 9

5.1 Quantity Control------------------------..--..- 10

5.1.1 Pre-Development Flow------------------.--..- 10

5.1.2 Post-Development Flow: Un-Mitigated-..------------..- 10

5.1.3 Post-Development Flow: Mitigated---------------..- 11

5.2 Quality Control------------------------.---..- 12

5.3 SWM Inspection and Maintenance-------------.------- 12

6.0 VEHICULAR & PEDESTRIAN ACCESS--------------.-----... 12

7.0 GRADING----------------------------.----- 13

8.0 EROSION & SEDIMENT CONTROL DURING CONSTRUCTION--------.... 13

8.1 Control Measures-----------..------------..-.-... 13

8.2 Construction Sequencing------.--------------.-.....-. 14

8.3 ESC Inspection & Maintenance----..--------------.--.. 14

9.0 SUMMARY-----------------------------.-.--. 15

10.0 REFERENCES & BIBLIOGRAPHY---------------------... 17



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TABLE OF CONTENTS (Continued)

LIST OF TABLES

Table 1 Development Statistics------------.------....... 4

Table 2 Domestic Water Demand Calculations-------------.. 5

Table 3 Wastewater Loading Summary----------------.. 7

Table 4 Storm Drainage Peak Flows----------------.-.. 10

LIST OF FIGURES Figure 1 Location Plan------------------.- Follows Text

Figure 2 Water Servicing-----------------.- Follows Text

Figure 3 Sanitary Servicing----------------.- Follows Text

Figure 4 Existing Storm Drainage Conditions--..------- Follows Text

Figure 5 Proposed Storm Drainage Conditions--..-----.- Follows Text

Figure 6 Storm Drainage System..-------------.- Follows Text

LIST OF APPENDICES

Appendix “A” Preliminary Architectural Site Plan

Appendix “B” Water Distribution System Details

Appendix “C” Sanitary Servicing Calculations

Appendix “D” Watershed Map & IDF Data

Appendix “E” Stormwater Quantity Control Calculations

Appendix “F” Stormwater Quality Control Calculations



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1.0 INTRODUCTION

Valdor Engineering Inc. has been retained by Randall Oakville Developments, o/o TRG (Randall) Inc. to provide consulting engineering services for the proposed re-development of the property located at the northwest corner of Randall Street and Navy Street. The lands are an assembly of several properties which are municipally known as 150 Randall Street, 143 & 147 Church Street and 125 Navy Street, in the Town of Oakville, Region of Halton, as indicated in

Figure 1.

1.1 Existing Conditions

The site is approximately 0.401 hectares in size and is currently occupied by one and two storey buildings, asphalt parking areas and some grassed areas. The site is bounded by an existing commercial building and parking lot to the east, Navy Street to the west, Randall Street to the north, and Church Street to the south.

1.2 Proposed Development The proposed re-development consists of a 12 storey building, with some ground floor commercial space and 144 residential units in the form of 1, 2 and 3 bedroom condominium apartment units. A two level underground parking garage will extend across the full site area underneath the building. Part of the subject site, being 150 Randall Street, was the subject of a development application by a former landowner which received site plan approval (Town File: 1614.088/03) for a four storey condominium building containing 27 units. Based on a 1.38m road widening to be conveyed to the Town along Randall Street, the developable area becomes 0.337 hectares. A copy of the preliminary architectural site

plan is included in Appendix “A”. The development statistics are summarized in Table

1.

Table 1. Development Statistics

Residential

Units

Commercial

Floor Area

(No.) (m2)

Apartments 144

Commercial Space 2,380

TOTAL 144 2,380

1.3 Purpose of Report

This Functional Servicing and Stormwater Management Report outlines the engineering design elements for the proposed development, including water supply, sanitary sewers, storm sewers including stormwater management as well as grading and driveway access. This report has been prepared to support the zoning by-law amendment application for the subject site.



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This report was prepared based on a review of the preliminary site plan for the proposed development, a review of municipal infrastructure plans from the Region and Town’s archives as well as a review of the detailed topographic survey.

2.0 WATER SUPPLY The Region of Halton is responsible for the treatment and distribution of water to residences and businesses throughout the urban area of the Region. The Region owns, maintains and operates several water treatment and distribution systems including the South Halton Water Distribution System which services the Town of Oakville. The Region’s service areas are categorized by pressure zone and its relationship to the overall system operation. Due to the gradual rise in ground elevation northerly from the shore of Lake Ontario to the lake-based service area boundary in Milton and Halton Hills 401 Corridor, separate pressure zones have been established. Each pressure zone spans an elevation difference of approximately 30m and is identified by the local municipality that it services. Oakville is serviced by four primary pressure zones being O1, O2, O3, and O4, with sub-pressure zones fed through isolated supply points. The subject site is within pressure zone O1, which services ground elevations from 76.0m to 100.7m. The existing water system in the vicinity consists of a 300mm diameter watermain along the north side of Randall Street, a 300mm diameter watermain on the east side of Navy Street, and a 100 mm diameter watermain on Church Street. A 500mm diameter feeder main also exists on the west side of Navy Street. A figure illustrating the location of the subject site in

relation to the water distribution districts is included in Appendix “B”. The following is a summary of the proposed water servicing for the site:

2.1 Domestic Demand

To determine the water demand of the proposed development, the calculations are made as follows in accordance to the Region of Halton’s engineering design criteria: Average Day Demand: 275 L/person/day Maximum Day Demand Factor: 2.25 Peak Hour Demand Factor: 4.00 Equivalent Population: 285 persons/ha (Apts over 6 storeys) Based on the above, a detailed tabulation of the domestic water demand calculation is

detailed in Table B1 of Appendix “B”. The demands are summarized in Table 2 below.

Table 2. Domestic Water Demand

Equivalent

Population

Average Day

Demand

Maximum Day

Demand

Peak Hour

Demand

(Persons) (L/min) (L/min) (L/min)

96 18.3 41.3 73.3



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2.2 Fire Flow The fire flow required for the proposed building was calculated using the criteria indicated in the Water Supply for Public Fire Protection Manual, 1999, by the Fire Underwriters Survey (FUS). Appropriate reductions and increases have been applied to the equation such as coefficient for fire-resistant construction, an area reduction accounting for a fire-resistant (one hour rating) protection, a reduction for low-hazard occupancies, an adjustment for sprinkler protection system, and an increase due to neighbouring building proximity. Based on the calculation, the minimum fire suppression flow required is determined to be 9,000 L/min. This flow must be available at the nearest hydrant with a minimum pressure of 140 KPa. The closest hydrant is located on the north side of Randall Street

directly across the subject site. The fire flow calculation is detailed in Table B2 of

Appendix “B”. The proposed building will have a sprinkler system for fire protection with a siamese connection. Fire hydrants are required such that the principle building entrance and the siamese connection are within the required 90m and 45m as set out in the Ontario Building Code. Based on the location of the siamese connections and principle entrance, the existing municipal fire hydrant on Randall Street will provide sufficient coverage. The location of the existing municipal fire hydrants and the proposed siamese connection are

illustrated in Figure 2.

2.3 Water Service Connection The development will be supplied by new water services and the existing water service will be abandoned. A 150mm water service connection is proposed to service off of the existing 300mm diameter watermain on Navy Street. The service connection is to split into a 150mm fire supply line and 100mm domestic supply line prior entering the subject site’s property line.

Since the parking garage extends under the full site area, the domestic water service and fire line will enter the meter / sprinkler room within the building immediately beyond the property line. The location and configuration of the proposed water service

connection is illustrated in Figure 2. A standard detail for the proposed water service

connection is attached in Appendix “B”. The internal private water network will be routed within the parking garage and be designed by the project mechanical engineer in conjunction with the building permit application.

3.0 WASTEWATER SERVICING Halton Region is responsible for the collection and treatment of wastewater treatment in Oakville as well as Burlington, Milton and Halton Hills. The wastewater collection systems generally consist of relatively small diameter (200 and 250mm) local gravity sewers which are connected to larger sub trunks and trunk sewers. In areas which are topographically difficult to service by gravity, the Region operates wastewater pumping stations and their forcemains. The Region operates several wastewater treatment plants (WWTPs) including Burlington Skyway, Mid-Halton, Oakville Southwest and Oakville Southeast. The subject site is located in the



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drainage shed of the Oakville Southwest WWTP which is located at 1385 Lakeshore Road West in Oakville. The existing sanitary sewer system consists of a 1050mm diameter trunk sewer which flows westerly along Randall Street (also referred by the Region as Rebecca Street trunk sewer), a 300mm diameter sewer which drains westerly along Church Street, a 300mm diameter sewer which flows southerly near the centre line of Navy Street, and another 300mm diameter which flows northerly on the west side of Navy Street that eventually connects to the same Randall Street trunk sewer. A figure illustrating location of the subject site in relation to the sanitary drainage boundaries is

included in Appendix “C”. The following is a summary of the wastewater servicing analysis for the subject site.

3.1 Wastewater Loading

The wastewater analysis for the subject site was completed using the design criteria stipulated in the Region of Halton engineering design guidelines which include the following parameters:

Average Daily Flow: 275 L/person/day

Extraneous Flow: 0.286 L/s/Ha (Infiltration)

Peaking Factor: MP+

+=4

141

Where: M = Harmon Peaking Factor

p = Population in thousands

Equivalent Population: 285 persons/ha (Apartments over 6 storeys) Based on the above criteria the sewage flow was calculated for each phase. The

detailed calculations are Provided in Table C1 which is included in Appendix “C” and

the total flow from each phase is summarized in Table 3.

Table 3. Wastewater Loading Summary

Site Equivalent Harmon Average Infiltration Total

Area Population Peaking Daily Rate Flow

(Persons) Factor Flow

(Ha) (L/s) (L/s) (L/s)

0.337 96 4.25 0.31 0.10 1.39

3.2 Sanitary Service Connection The existing sanitary service connection for the site discharges directly to the Randall Street trunk sewer. Given that a direct connection to the trunk sewer is not permitted by the Region, the proposed development will be supplied by new sanitary service connection and the existing connection will be abandoned. The new sanitary service will



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connect to the westerly draining 450mm local diameter sewer along the south side of Randall Street which discharges to the Randall Street trunk sewer. The internal private plumbing network will be routed within the parking garage and designed by the project mechanical engineer in conjunction with the building permit application. All drains within the underground parking garage are to be connected to the sanitary sewer system in accordance with the Ontario Building Code and not the storm

sewer. The service connection location is illustrated in Figure 3.

3.3 Downstream Sanitary Capacity The 2011 Sustainable Halton Water and Wastewater Master Plan identified the need to upgrade the Randall Street / Rebecca Street trunk sewer to support intensification in the Oakville Urban Growth Centre and to alleviate existing capacity constraints. This work, which involved upgrading the 900mm diameter sewer on Randall Street to a 1050mm diameter sewer, has been completed and therefore capacity issues have been resolved. As part of the site plan approval for the formerly proposed four storey 27 unit condominium building at 150 Randall Street (Town File: 1614.088/03), the Region of Halton confirmed that there was sufficient capacity and approved the proposed 150mm diameter sanitary connection which will connect to the westerly draining 450mm sewer on Randall Street which discharges to the trunk sewer. A connection to the south flowing Navy Street sanitary sewer or the Church Street Sewer is not feasible because they both drain to the Navy Street Wastewater Pumping Station which has capacity problems.

Given that the proposed development has expanded in area and in density a downstream sanitary analysis has been undertaken in order to confirm that there is sufficient capacity available. This analysis was conducted from the subject site to the trunk sewer on Randall Street along the local sanitary sewer which has a pipe diameter of 450mm. The analysis was conducted using the flow data and pipe data from the InfoSewer® model obtained from the Region of Halton. This data was extracted from the model using the geographic information system (GIS), ArcGIS and is summarized in

Table C2 and Table C3 which is contained in Appendix “C” together with Figure C1 which illustrates the alignment of the subject downstream sanitary sewer. The downstream sanitary sewer alignment was confirmed using the sanitary tributary map obtained from the Region’s web site and the sewer invert elevations, lengths, diameters and slopes were verified using plan & profile drawings obtained from the Region. Based on the analysis it was determined that there is capacity of 122.19 L/s in the downstream sanitary sewer without surcharging. Given that the development will generate a wastewater flow of only 1.39 L/s, it is concluded that there is sufficient capacity in the downstream sanitary sewer.

4.0 STORM DRAINAGE The subject site is located within the downstream end of Sixteen Mile Creek Watershed near the mouth of Sixteen Mile Creek. The Sixteen Mile Creek watershed covers approximately 357 Km2 of land and includes portions of Milton, Halton Hills, and Oakville. This creek drains into Lake Ontario with its outlet located west of Trafalgar Road in downtown Oakville. Conservation



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Halton is responsible for eight watersheds, including Sixteen Mile Creek, all of which ultimately drain into Lake Ontario. A map of the various watersheds in Conservation Halton’s jurisdiction

is contained in Appendix “D”. The existing storm sewer system consists of a connection to the existing 450mm diameter storm sewer which flows easterly along Randall Street. There is also a 450mm diameter storm sewer on the south side of Church Street. The following is an assessment of the storm drainage for the subject site.

4.1 Minor System The development will be supplied by new storm service connection and the existing connection will be abandoned. A proposed 300mm diameter storm connection will connect to the existing 450mm sewer on Randall Street and a manhole will be provided at the property line. The internal private plumbing network will be routed within the parking garage and be designed by the project mechanical engineer in conjunction with

the building permit application. The service connection is illustrated in Figure 6.

4.1 Major System The major system will be comprised of an overland flow route through the subject site which will safely convey flows in excess of the 100 year storm event. In the event of a rainfall in excess of the 100 year storm, or in the case of a pipe blockage, this route will direct overland flow in an emergency situation to the adjacent road allowances.

4.3 Roof Drainage The rooftop will have roof drains that outlet to the on-site stormwater detention system prior to discharge to the municipal storm sewer system. As indicated in Section 5.1.3 of this report, rooftop detention and control flow roof drains are not required.

4.4 Foundation Drainage Given the storm service connection invert is above the underground parking slab elevations, if foundation drainage is required, a sump pump will be required. The sump pump is to be fitted with a back flow preventer. The foundation drain sump pump is to be designed by the mechanical engineer and indicated on the mechanical plans.

5.0 STORMWATER MANAGEMENT In accordance with the municipal standards, the subject site is to be designed to provide the following:

• Stormwater Quantity: peak flow control for flood management.

• Stormwater Quality: for protection of downstream water resources The following is an assessment of the stormwater management requirements for the subject site:



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5.1 Quantity Control Stormwater quantity control is typically implemented to minimize the potential for downstream flooding, stream bank erosion and overflows of infrastructure. The impact of the proposed development has been analyzed as follows:

5.1.1 Pre-Development Flow Based on the topographic survey, it is determined that the current site is relatively flat and drains off-site via an internal storm system. There are no external flows coming into the site from adjacent properties. Pre-development surfaces consist of the impervious areas such as the parking lot areas and roof tops as well as pervious areas consisting of the landscaped areas. Based on these site surfaces, the composite runoff coefficient was calculated to be 0.87.

The pre-development surface conditions are illustrated in Figure 4.

Peak flow calculations are based on rainfall intensity duration frequency (IDF) curves in accordance to the municipal standards. The rainfall intensity values, I, for the 5 and 100 year return periods are calculated in accordance with the Town standards as follows.

( )2.114

8.5

1170

843.05=

+=t

I ( )

8.200

7.5

2150

861.0100=

+=t

I

where I is in mm/hr and t is in minutes with a time of concentration of 10 minutes.

A copy of the Town’s IDF information is attached in Appendix “D”. The calculation of the pre-development 5 year and 100 year peak flows are

provided on Table E1 contained in Appendix “E” and summarized in first row of

Table 4.

Table 4: Storm Drainage Peak Flows

5.1.2 Post-Development Flow: Un-Mitigated Based on a review of the Architect’s preliminary site plan, the post-development

surface conditions for this site have been illustrated in Figure 5. The surfaces consist primarily of paved ground surfaces and roof tops with some landscaped

Condition

Runoff

Coefficient Peak Flows (L/s)

5 Year 100 Year

Pre-Development 0.87 93.4 164.2

Post-Development - Unmitigated 0.90 96.3 169.3

Post-Development - Mitigated 0.90 59.0 93.0



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areas which results in a runoff coefficient of 0.90 which is slightly higher than the pre-development condition of 0.87. Based on the area of the proposed surfaces, post-development hydrological condition was calculated in accordance with the equations presented in Section 5.1.1, assuming no mitigation measures will be implemented. The post-

development unmitigated peak flow is calculated in Table E2 as summarized in

the second row of Table 4. A comparison of the rates in the first and second row

of Table 4 indicates that the un-mitigated post-development peak flows will be slightly higher than the pre-development rate.

5.1.3 Post-Development Flow: Mitigated Given that the allowable release rate to the municipal storm sewer is the 5 year pre-development rate, controlled release and on-site detention will be required. In this case, an orifice will be provided to restrict discharge and storage will be provided within a tank to be located on the P1 parking garage level to accommodate the required storage volume. The stormwater quantity control was modelled using the modified rational method. This method calculates the storage volume using the composite runoff coefficient and the target rate. Through an iterative assessment of various orifice sizes, underground storage configurations and high water levels, a detention system was developed. Based on the modelling, the post-development mitigated peak flows are

summarized in the third row of Table 4. A comparison of the flows in the second

and third rows of Table 4 indicates that the mitigated post-development 100 year peak flow has been reduced from 169.3 L/s to 93.0 L/s, within the allowable release rate. Using a 205mm diameter orifice, a 100 year storage volume of 42.7 m3 is required which will be provided in the storage tank on the P1 parking garage level. The storage chamber has been designed to accommodate post-development flows up to and including the 100 year storm event. Based on the foregoing, and in accordance with the requirements of the Town, there will be no ground surface ponding within the site for rainfall events up to and including the 5 year storm event. Furthermore, given that the required detention volume will be accommodated in the storage chamber, roof top detention and control flow roof drains are not required. The storage chamber has been designed with an emergency overflow grate, located at the exterior ground surface, to safely release flows in the event of a rainfall event exceeding the 100 year storm or in the case of a blockage in the storm sewer system. The storage chamber is to be water tight and an access is to be provided for maintenance. Given that drains within the building might be subject to surcharging in conjunction with the on-site stormwater detention system, all drain pipes, joints and clean out caps are to have water tight pressure joints and seals.



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The orifice calculation and the storage calculation for the 100 year and 5 year is

provided in Table E3 and Table E6 and the available storage accounting is

detailed in Table E7, all of which are included in Appendix “E” together with a

summary provided in Table E and a schematic of the tank provided in Figure E-

1. The storm servicing schematic is provided in Figure 6.

5.2 Quality Control

Based on the Stormwater Management Planning & Design Manual prepared by the Ministry of the Environment (March 2003), various levels of treatment are defined with the goal to maintain or enhance existing aquatic habitat based on the total suspended solids (TSS) removal efficiency.

Based on the municipal criteria for the area, storm water quality control for the subject site is to be designed to achieve “Enhanced” protection level (Level 1 treatment) which

provides 80% TSS removal. As illustrated on Figure 5, the surface of site is comprised of the proposed roof, and paved walkway. The absence of surface parking area will minimize potential for contaminants that can pollute receiving water bodies. As a result, an “Enhanced” level of quality protection will be achieved.

5.3 SWM Inspection and Maintenance The proposed stormwater quantity controls for this development will be accomplished through the use of an underground stormwater storage chamber located on the P1 level of the parking garage. The orifice plate is located on the outlet pipe of the stormwater storage chamber. The storage chamber, orifice plate and all on site stormwater management infrastructure will require periodic inspection and maintenance to ensure that they are functioning as designed. Accumulated sediment within the storage chamber and control manhole should be periodically cleaned out and debris should be removed as soon as possible to prevent clogging of the orifice. Access to the storage chamber and the orifice plate is provided from the exterior ground surface via the emergency overflow grate.

6.0 VEHICULAR & PEDESTRIAN ACCESS A full movement driveway access is proposed to Randall Street and no vehicular access is proposed to Navy Street. A one-way driveway access is proposed to the existing neighbouring site to Church Street. This Randall Street access will provide direct access for garbage collection as well as into the underground parking. Other than at the location of the proposed driveway access, existing depressed curb along the Randall Street frontage and Church Street frontage will be removed and replaced with standard curb and gutter. Pedestrian access will be provided by the urban boulevard along both Randall Street, Navy Street and Church Street, similar to existing conditions.



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7.0 GRADING As is typical with condominium apartment buildings, the grading design for the site must accommodate the existing elevations along the neighbouring properties and adjacent road allowances and the ground floor level must be established to provide an accessible route from the exterior to the lobby. Given that the site is relatively flat no significant difficulty is anticipated in meeting the municipal grading design criteria. Since the building extends to almost the entire site, grading of the subject site is limited to the areas around the property line and the urban boulevard section on Randall Street, Navy Street and Church Street. The boulevards are to be graded such that it will slope 2% from the top of the existing street curb to the property line. The detailed grading design will be prepared at the site plan application stage.

8.0 EROSION & SEDIMENT CONTROL DURING CONSTRUCTION Construction activity, especially operations involving the handling of earthen material, dramatically increases the availability of particulate matter for erosion and transport by surface drainage. In order to mitigate the adverse environmental impacts caused by the release of silt-laden stormwater runoff into receiving watercourses, measures for erosion and sediment control (ESC) are required for construction sites. The impact of construction on the environment is recognized by the Greater Golden Horseshoe Area Conservation Authorities. In December 2006 they released their document titled “Erosion & Sediment Control Guidelines for Urban Construction”. This document provides guidance for the preparation of effective erosion and sediment control plans. Control measures must be selected that are appropriate for the erosion potential of the site and it is important that they be implemented and modified on a staged basis to reflect the site activities. Furthermore, their effectiveness decreases with sediment loading and therefore inspection and maintenance is required. The selection, implementation, inspection and maintenance of the control features are summarized as follows:

8.1 Control Measures On relatively small sites, measures for erosion and sediment control typically include the use of silt fencing, a mud mat and sediment traps. The following is a description of the sediment controls to be implemented on the subject site:

• Silt Fences are to be installed adjacent to all property limits subject to drainage from the development area prior to topsoil stripping and in other locations, such as at the bases of topsoil stockpiles.

• Mud Mat is to be installed at the construction entrance prior to commencing

earthworks to minimize the tracking of mud onto municipal roads.

• Sediment Traps are to be installed at all catchbasin and area drain locations once the storm sewer system has been constructed to prevent silt laden runoff from entering the municipal storm sewer system.



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8.2 Construction Sequencing The following is the scheduling of construction activities with respect to sediment controls:

1. Install the hoarding and silt fences prior to any other activities on the site. 2. Construct temporary mud mat for construction access. 3. Install sediment traps in all street catchbasins in the vicinity of the site. 4. Install the shoring, excavate for the underground parking garage and dispose

earth material off site. 5. Construct the foundation and underground parking garage. 6. Construct the superstructure of the building and complete the cladding, rough-ins

and finishes. 7. Install the service connections. 8. Remove the existing municipal sidewalks and construct the new municipal

sidewalks. 9. Construct the driveways. 10. Restore all disturbed areas with final landscape plantings and paving materials. 11. Upon stabilization of all disturbed areas, remove sediment controls.

8.3 ESC Inspection & Maintenance In order to ensure that the erosion and sediment control measures operate effectively, they are to be regularly monitored and they will require periodic cleaning (e.g., removal of accumulated silt), maintenance and/or re-construction. Inspections of all of the erosion and sediment controls on the construction site should be undertaken with the following frequency:

• On a weekly basis

• After every rainfall event

• After significant snow melt events

• Prior to forecasted rainfall events If damaged control measures are found they should be repaired and/or replaced within 48 hours. Site inspection staff and construction managers should refer to the Erosion and Sediment Control Inspection Guide (2008) prepared by the Greater Golden Horseshoe Area Conservation Authorities. This Inspection Guide provides information related to the inspection reporting, problem response and proper installation techniques.



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9.0 SUMMARY Based on the discussions contained herein, the proposed residential development can be adequately serviced with full municipal services (watermain, sanitary and storm) in accordance with the standards of the Town and Region as follows:

Water

• The subject site is located within Pressure District O1 and will be serviced by a 150mm diameter fire line with a branch of 100mm domestic water service branch which will connect to the 300mm diameter watermain on Navy Street. The development will be serviced by a separate domestic and fireline connection as per Region of Halton standards. Since the underground parking structure will extend across the entire limit of the development site, water meter and back flow prevention device will be installed in the meter room on the first parking level.

• The average day water consumption rate for the proposed development is 18.3 L/min. With regard to fire protection, the required fire flow plus maximum day demand is 9,041 L/min.

Wastewater

• The subject site is located within the service area of the Oakville Southwest Wastewater Treatment Plant. A new 150mm diameter sanitary service is proposed to connect to the existing westerly draining 450mm diameter local sanitary sewer on the south side of Randall Street which discharges to the Randall/Rebecca street trunk sewer. The total wastewater flow for the proposed development was calculated to be 1.39 L/s.

• An analysis of the downstream sanitary sewer has confirmed that there is sufficient capacity to accommodate the subject development.

Storm Drainage & Stormwater Management

• A new 300mm diameter storm service connection is proposed to connect to the 450mm diameter storm sewer line on Randall Street.

• Quantity control will be provided by an on-site detention system in the form of a storage tank to be located on the P1 level of the underground parking garage. This tank will restrict flows to the pre-development rates using a 205mm diameter orifice and providing a required 100 year detention volume of 42.7 m3.

• Given that the storage chamber is designed to accommodate the control of flows for rainfall events up to the 100 year storm, in accordance with the requirements of the Town, there will be no ground surface ponding for rainfall events up to and including the 5 year storm. Furthermore, roof top detention and control flow roof drains are not required.

• With regards to stormwater quality treatment, the absence of surface parking area will minimize potential for contaminants that can pollute receiving water bodies. As a result, an “Enhanced” level of quality protection will be achieved.

• The proposed on-site stormwater management facilities are to be inspected and maintained in accordance with the recommendations contained in this report.



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Vehicular & Pedestrian Access

• A driveway access is proposed to Randall Street and Church Street, and no driveway access is proposed to Navy Street.

• Pedestrian access will be provided by the urban boulevard along both Randall Street, Navy Street and Church Street, similar to existing conditions.

Grading

• No significant difficulties are anticipated in achieving the municipal grading design criteria given that the site is relatively flat.

Erosion & Sediment Control

• Erosion and sediment controls are to be implemented during construction to prevent silt laden runoff from leaving the site in accordance with the “Erosion & Sediment Control Guidelines for Urban Construction” (December 2006).

Detailed Engineering Design

• The detailed engineering design will be prepared at the site plan application stage and will include site servicing and grading plans as well as a stormwater management report.



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10.0 REFERENCES & BIBLIOGRAPHY

• Town of Oakville, Development Engineering Procedures and Guidelines Manual, April 2015.

• Halton Region, Design Criteria, Contract Specifications and Standard Drawings, Version 3.01, July 2017.

• AECOM, Sustainable Halton Water and Wastewater Master Plan, September 2011.

• Ministry of Environment, Stormwater Management Planning & Design Manual, March 2003.

• Greater Golden Horseshoe Area Conservation Authorities, Erosion & Sediment

Control Guidelines for Urban Construction, December 2006

• Fire Underwriters Survey, Water Supply for Public Fire Protection, 1999.

• Ministry of Municipal Affairs & Housing, Ontario Building Code, 2012

Respectfully Submitted,

VALDOR ENGINEERING INC.

David Giugovaz, P.Eng., LEED AP Senior Project Manager 905-264-0054 x 224 [email protected]

This report was prepared by Valdor Engineering Inc. for the account of Randall Oakville Developments, o/o TRG (Randall) Inc. The comments, recommendations and material in this report reflect Valdor Engineering Inc.’s best judgment in light of the information available to it at the time of preparation. Any use of which a third party makes of this report, or any reliance on, or decisions made based on it, are the responsibility of such third parties. Valdor Engineering Inc. accepts no responsibility whatsoever for any damages, if any, suffered by any third party as a result of decisions made or actions based on this report.

Feb. 04/20

VALDOR ENGINEERING INC. TABLE B1 741 Rowntree Dairy Road, Suite 2, Woodbridge, ON L4L 5T9

Tel: 905-264-0054 Fax: 905-264-0069 [email protected]


Project Name: 150 Randall Street, Town of Oakville

File: 12132

Date: January 2020

Criteria:

Site Area = 0.337 Ha

Equivalent Population = 285 persons/ha (Apts over 6 storeys)

Average Daily Demand = 0.275 cu.m per capita

Maximum Day Demand Peaking Factor = 2.25

Maximum Hour Demand Peaking Factor = 4.00

Equivalent Domestic Maximum Peak

Population Demand Day Hour

Demand Demand

(L/min) (L/min) (L/min)

96.0 18.3 41.3 73.3

TOTAL 96.0 18.3 41.3 73.3

Domestic Water Demand

VALDOR ENGINEERING INC.741 Rowntree Dairy Road, Suite 2, Woodbridge, ON L4L 5T9



Table B2: Required Fire Flow CalculationsIn accordance to Water Supply for Public Fire Protection, Fire Underwriters Survey 1999

Project Name: 150 Randall Street, Town of Oakville Notes:

File: 12132

Date: January 2020

Type of Construction - Fire Resistive

C = 0.6

Largest Floor Area: 2,181 sq.m

Upper Adjoining Floor Area: 2,181 sq.m

Lower Adjoining Floor Area: 2,181 sq.m

A = 3,271 sq.m

F = 220 C

F = 7,550 L/min

F = 8,000 (to nearest 1,000 Lmin)

Occupancy Factor Charge

Type: Non-Combustible -25%

f 1 = -25%

Sprinkler Credit

Charge

NFPA 13 Sprinkler Standard: NO 0%

Standard Water Supply: NO 0%

Fully Supervised System: NO 0%

Total Charge to Fire Flow: f 2 = 0%

F' = F x (1+f 1 ) x (1+f 2 )

F' = 6,000 L/min

Exposure Factor Charge

North Side - Distance to Building (m): 20.1 to 30m 10%

East Side - Distance to Building (m): 10.1 to 20m 15%

South Side - Distance to Building (m): 3.1 to 10m 20%

West Side - Distance to Building (m): 30.1 to 45m 5%

f 3 = 50% (maximum of 75%)

F'' = F' x (1+f 3 )

F'' = 9,000 L/min

REQUIRED FIRE FLOW

F'' = 9,000 L/min (to nearest 1,000 L/min)

For fire-resistive buildings with 1-hour fire rating, the area shall be the total area of the largest

floor plus 25% of each of the two immediately adjoining floors:

VALDOR ENGINEERING INC. TABLE: C1 741 Rowntree Dairy Road, Suite 2, Woodbridge, ON L4L 5T9




File: 12132

Date: January 2020

Apartments (over 6 storeys high): 285 persons per ha.

Harmon Formula (M) = 1+(14/(4+P^0.5)

where P is equivalent population in thousands

Infiltration (I ) = 0.286 L/s/ha

Average Flow = 0.003183 L/person/s (275 L/person/day)

Q = Q Average x M + I

Site Equivalent Harmon Average Infiltration Total

Area Population Peaking Daily Flow

(Persons) Factor Flow

(Ha) (L/s) (L/s) (L/s)

0.337 96.0 4.25 0.31 0.10 1.39

TOTAL 0.337 96.0 0.31 0.10 1.39

Wastewater Loading Calculation


741 Rowntree Dairy Road, Suite 2, Woodbridge, ON L4L 5T9 Table C2 Tel: 905-264-0054 Fax: 905-264-0069 [email protected]



File: 12132

Date: January 2020

Manhole Ground Elevation Total Flow Surcharge Depth Notes

SMH15261 88.24 120.7 -0.225824 Not Surcharged

SMH2263 88.49 550.9 -0.372217 Not Surcharged

SMH2262 88.47 -0.375934 Not Surcharged

Summary of Manhole Data from InfoSewer

SMN2804

SMN172218

SMN13388

SMN19956

SMN58063

SMN13383

SMN177000

SMN58064

SMH2263

SMH54057

SMH15265

SFT256305

SFT263269SMH 2262

Subject Site SanitaryDischarge

SMH15261

Randall StreetN

avy Street

SMH2263

SM

N13392

SM

N13391

200mm

1050mm1050mm

450mm

1050mm

300mm

300mm

InfoSewer IDsFigure C1 -

200mm

900mm

Bronte Creek

Sixteen Mile Creek

Grindstone Creek

Burlington Urban Creeks

Oakville West Urban Creeks

Oakville East Urban Creeks

Northshore Watershed Area

North Cootes Paradise Watershed Area

Conservation Halton Watersheds

0 5 102.5 KmLak

e Onta

rioThis mapping was produced by Conservation Halton and should be used for information purposes only. Data sources used in its production are of

varying quality and accuracy and all boundaries should be considered approximate. Conservation Halton disclaims all responsibility for any and all mistakes or inaccuracies in the information and further disclaims all liability for loss or damage, which may result from the use of this information.

service, organization or agency. This map is protected by copyright (© 2008) and may not be reproduced without written consent from Conservation Halton. Any copying, redistribution or republication the content thereof is strictly prohibited. Produced by Conservation Halton GISP.

LegendWatershed BoundariesReservoirsWatercourses

SUBJECTSITE

VALDOR ENGINEERING INC.File: 12132

January 2020

PROJECT: 150 Randall Street, Town of Oakville

5 100 AVAILABLE

DRAINAGE YEAR YEAR 5 YEAR 100 YEAR

AREA AREA HWL HWL LOCATION INVERT DIAMETER RELEASE RELEASE 5 YR 100 YR

No. (Ha) (m) (m) (m) (mm) (L/s) (L/s) (cu.m.) (cu.m.) (cu.m.)

Entire Site

(Controlled)0.337 86.4 87.0 MH.2 85.84 205 59.0 93.0 22.1 42.7 49.0

TOTAL 0.337

ACTUAL RELEASE THROUGH ORIFICE 59.0 93.0

TARGET RELEASE 93.4 93.4

TABLE E: STORAGE AND DISCHARGE SUMMARY

ORIFICE REQUIRED

STORAGE


File: 12132 TABLE: E1

January 2020

150 Randall Street, Town of Oakville

PRE-DEVELOPMENT PEAK FLOW CALCULATION

Site Area = A = 0.337 Ha

Surface Type Area R

Landscape 0.014 0.25

Impervious 0.323 0.90

5 Year Pre-Development Flow

I =1170 / (Tc+5.8)^0.843 where I = Rainfall Rate (mm/hr)

T = 10 minutes

I = 114.21 mm/hr

R = 0.87 (composite)

N = 2.78

Q = R x A x I x N 5 year Q = 93.4 L/s

100 Year Pre-Development Flow

I = 2150/ (Tc+5.7)^0.861 where I = Rainfall Rate (mm/hr)

T = 10 minutes

I = 200.80 mm/hr

R = 0.87 (composite)

N = 2.78




January 2020


POST-DEVELOPMENT PEAK FLOW CALCULATION

Area = A = 0.337 Ha

Surface Type Area R

Roof 0.309 0.90


Pavement 0.028 0.90

5 Year Post-Development Flow

I =1170 / (Tc+5.8)^0.843 where I = Rainfall Rate (mm/hr)

T = 10 minutes

I = 114.2 mm/hr

R= 0.90 (composite)

N = 2.78


100 Year Post-Development Flow

I = 2150/ (Tc+5.7)^0.861 where I = Rainfall Rate (mm/hr)

T = 10 minutes

I = 200.8 mm/hr

R= 0.90 (composite)

N = 2.78




January 2020

CONTROL ORIFICE DESIGN

100 Year Storm

Orifice Pipe Location = MH.2

Orifice Coefficient (C) = 0.61 (Plate)

Acceleration due to gravity (g) = 9.81 (m/s/s)

Orifice Invert = 85.84 (m)

High Water Level = 87.03 (m) 100 Year

Orifice diameter = 205 (mm)

Cross section area of orifice (A) = 0.0330 (sq.m.)

Head (H) = 1.09 (m)

Actual Discharge (Q) = 93.00 (L/s)

(C x A x ( 2 x g x H)^0.5)



January 2020

CONTROL ORIFICE DESIGN

5 Year Storm

Orifice Pipe Location = MH.2

Orifice Coefficient (C) = 0.61 (Plate)

Acceleration due to gravity (g) = 9.81 (m/s/s)

Orifice Invert = 85.84 (m)

High Water Level = 86.38 (m) 5 Year

Orifice diameter = 205 (mm)

Cross section area of orifice (A) = 0.0330 (sq.m.)

Head (H) = 0.44 (m)

Actual Discharge (Q) = 58.99 (L/s)

(C x A x ( 2 x g x H)^0.5)

VALDOR ENGINEERING INC.File: 12132 TABLE: E5

January 2020

TITLE: 150 Randall Street, Town of Oakville

Surface Type Area Coefficient

Roof 0.309 0.90


Pavement 0.028 0.90

Total Area (ha) 0.337

Composite Runoff Coefficient 0.90

Maximum Discharge Through Orifice (L/s) 93.0

Discharged Volume per 5 min Interval (cu.m) 27.9

Time (min) Intensity (mm/hr) Runoff Volume (cu.m) Discharged Volume (cu.m) Storage Volume (cu.m)

0 0.0 0.000 0.000 0.000

5 4.4 1.112 1.112 0.000

10 4.8 1.213 1.213 0.000

15 5.4 1.365 1.365 0.000

20 6.1 1.542 1.542 0.000

25 7.0 1.769 1.769 0.000

30 8.3 2.098 2.098 0.000

35 10.2 2.578 2.578 0.000

40 13.2 3.336 3.336 0.000

45 18.6 4.701 4.701 0.000

50 31.4 7.936 7.936 0.000

55 82.0 20.726 20.726 0.000

60 279.3 70.593 27.901 42.693

65 108.5 27.423 27.423 0.000

70 55.6 14.053 14.053 0.000

75 36.1 9.124 9.124 0.000

80 26.3 6.647 6.647 0.000

85 20.5 5.181 5.181 0.000

90 16.8 4.246 4.246 0.000

95 14.2 3.589 3.589 0.000

100 12.3 3.109 3.109 0.000

105 10.8 2.730 2.730 0.000

110 9.6 2.426 2.426 0.000

115 8.7 2.199 2.199 0.000

120 8.0 2.022 2.022 0.000

125 7.3 1.845 1.845 0.000

130 6.8 1.719 1.719 0.000

135 6.3 1.592 1.592 0.000

140 5.9 1.491 1.491 0.000

145 5.6 1.415 1.415 0.000

150 5.2 1.314 1.314 0.000

155 5.0 1.264 1.264 0.000

160 4.7 1.188 1.188 0.000

165 4.5 1.137 1.137 0.000

170 4.3 1.087 1.087 0.000

175 4.1 1.036 1.036 0.000

180 3.9 0.986 0.986 0.000

Total Storage Volume Required (cu.m) 42.7

Storage Volume Calculations - Rational Method100-year Storm - Oakville

VALDOR ENGINEERING INC.File: 12132 TABLE: E6

January 2020

TITLE: 150 Randall Street, Town of Oakville

Surface Type Area Coefficient

Roof 0.309 0.90


Pavement 0.028 0.90

Total Area (ha) 0.337

Composite Runoff Coefficient 0.90

Maximum Discharge Through Orifice (L/s) 59.0

Discharged Volume per 5 min Interval (cu.m) 17.7

Time (min) Intensity (mm/hr) Runoff Volume (cu.m) Discharged Volume (cu.m) Storage Volume (cu.m)

0 0.0 0.000 0.000 0.000

5 2.9 0.733 0.733 0.000

10 3.2 0.809 0.809 0.000

15 3.5 0.885 0.885 0.000

20 4.0 1.011 1.011 0.000

25 4.6 1.163 1.163 0.000

30 5.4 1.365 1.365 0.000

35 6.5 1.643 1.643 0.000

40 8.4 2.123 2.123 0.000

45 11.6 2.932 2.932 0.000

50 19.0 4.802 4.802 0.000

55 48.2 12.183 12.183 0.000

60 157.4 39.783 17.696 22.086

65 63.3 15.999 15.999 0.000

70 33.3 8.417 8.417 0.000

75 21.9 5.535 5.535 0.000

80 16.2 4.095 4.095 0.000

85 12.8 3.235 3.235 0.000

90 10.5 2.654 2.654 0.000

95 8.9 2.249 2.249 0.000

100 7.8 1.971 1.971 0.000

105 6.9 1.744 1.744 0.000

110 6.2 1.567 1.567 0.000

115 5.6 1.415 1.415 0.000

120 5.1 1.289 1.289 0.000

125 4.7 1.188 1.188 0.000

130 4.4 1.112 1.112 0.000

135 4.1 1.036 1.036 0.000

140 3.9 0.986 0.986 0.000

145 3.6 0.910 0.910 0.000

150 3.4 0.859 0.859 0.000

155 3.3 0.834 0.834 0.000

160 3.1 0.784 0.784 0.000

165 3.0 0.758 0.758 0.000

170 2.8 0.708 0.708 0.000

175 2.7 0.682 0.682 0.000

180 2.6 0.657 0.657 0.000

Total Storage Volume Required (cu.m) 22.1

Storage Volume Calculations - Rational Method5-year Storm - Oakville

VALDOR ENGINEERING INC.File: 12132

January 2020 TABLE: E7

Storage Tank

Tank Orifice Bottom of High Water Ponding Required Provided

Area Invert Tank Elevation Depth Volume Volume

(sq.m) (m) (m) (m) (m) (cu.m.) (cu.m)

5 Years 41.2 85.84 85.84 86.38 0.54 22.1 22.2

100 Years 41.2 85.84 85.84 87.03 1.19 42.7 49.0

AVAILABLE UNDERGROUND STORAGE

VALDOR ENGINEERING INC. TABLE F1

File: 12132

January 2020

STORMWATER QUALITY CALCULATIONS

TABLE F1: OVERALL TSS REMOVAL

Area Effective % Area Overall TSS

Surface Type (Ha) TSS of Site Removal

Landscape Area 0.0000 80% 0% 0%

Roof Area 0.3087 80% 92% 73%

Walkway Area 0.0280 80% 8% 7%

Total 0.3367 100% 80%


Documents

FUNCTIONAL SERVICING AND STORMWATER ... planning/da-161474...Apartments 144 Commercial Space 2,380 TOTAL 144 2,380 1.3 Purpose of Report This Functional Servicing and Stormwater Management