salmona tregunno - oakville planning/da...the current update will consolidate the original report...

177 Cross Avenue UPDATED FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT

prepared for:

Salmona Tregunno

prepared by:

MGM Consulting Inc. 400 Bronte Street South Suite 201 Milton, Ontario L9T 0H7

File No. 2012-035

April 11th, 2014

Table of Contents

1. Purpose of Report…………………………………………………. Page 1 2. Existing Conditions………………………………………………….Page 1 3. Development Scenario………………………………………….. Page 4 4. Proposed Site Grading…………………………………………… Page 5 5. Storm Servicing……………………………………………………… Page 5 6. Stormwater Management……………………………………… Page 6 7. Water Servicing……………………………………………………… Page 9 8. Sanitary Servicing………………………………………………….. Page 10

List of Figures

Figure No. 1 - Location Plan

Figure No. 2 – Existing Development

Figure No. 3 – Existing Services

Figure No. 4 - Existing Drainage Areas

Figure No. 5 – Proposed Drainage Areas

List of Appendices

Appendix A – Stormwater Management Calculations

Appendix B – Water Demand Calculations

Appendix C - Wastewater Flow Calculations

Functional Servicing and Stormwater Management Report Page 1 of 13 177 Cross Avenue, Oakville Ontario April 10, 2014

1 Purpose of Report

MGM Consulting Inc. has been retained by Salmona Tregunno Inc. to update an existing Functional Servicing and Stormwater Report prepared by Flora Designs Inc. dated June, 2012 and to a previous addendum to the original report prepared by MGM Consulting Inc. dated October 2012. The addendum was prepared to identify downstream servicing constraints and opportunities.

The current update will consolidate the original report and addendum into a composite document, address the comments made by municipal staff on the original report and address the revisions to the site layout which arose through the planning process. The subject property is located at 177 Cross Avenue within the Town of Oakville, south of the Queen Elizabeth Way and west of Trafalgar Road as indicated in Figure No.1. The legal description for the property is Lot 3 and Part of Lot 1 Registered Plan 1333 and Part of Lot 14, Concession 3, South of Dundas Street, Town of Oakville, Regional Municipality of Halton.

The updated Functional Servicing and Stormwater Management Report will address the site-specific infrastructure required to support the development and address the additional servicing demands associated with the projected population intensification. This report is provided in support of a rezoning application.

2 Existing Conditions

The subject property is approximately 0.73 hectares. The site is bordered by commercial development to the north and west and by Argus Road to the east and Cross Avenue to the south. The site is currently developed with three single story commercial buildings, asphalt parking and landscaped strips adjacent to the Cross Road and Argus Road right of ways. Vehicular access for the existing development is provided via two entrances; one off of Argus Road and one off of Cross Avenue. Existing ground elevations range from 103.70 meters along the north boundary down to 102.22 meters at the site entrance at the Cross Avenue access. The existing site is indicated on Figure No.2. The existing site drains through three separate internal storm systems. The northerly building and adjacent parking lot drain to an existing 300mm storm sewer located within the Argus Road right of way. The two southerly buildings and associated parking lots drain via two separate service connections to the existing 1050mm storm sewer located within the Cross Avenue right of way. The existing sanitary drainage for the building located on the north and east side of the site drains through a private service connections to an existing 600mm sanitary sewer located in the Argus Road right of way. The existing sanitary drainage for the more


westerly building drains through a private service connection to a 300mm sanitary sewer located in the Cross Avenue right of way. Domestic water servicing for the northerly building is provided by a 40mm private water service connection from an existing 300mm watermain located within the Argus Road right of way. Domestic water service for the two buildings located in the southerly area of the site is provided by a 50mm private water service connection from an existing 300mm watermain located in the Cross Avenue right of way in Two street hydrants are located adjacent to the site. There is an existing hydrant located in the east boulevard of Argus Road across from the existing northerly driveway and in the north boulevard of Cross Avenue in front of the existing southeasterly building. The existing site servicing has been indicated in Figure No.3.

Argus Road, east of site looking south


Argus Road looking south from Cross Avenue

Cross Avenue looking west from Argus Road

Cross Avenue, looking east toward Argus Road.


3 Development Scenario

The overall redevelopment has been reduced in size from the original master plan as a result of the Town requesting a 3.0m strip along the west side of the site and a 23.0m right of way along the north side of the site for the future mid-town road network. The latest master plan has been appended below.

CONCEPTUAL MATSTER PLAN It is anticipated that the existing building located in the north area of the site will remain on an interim basis until the future road widening is taken by the Town of Oakville. Consultation with the Town will be required at the detailed design stage to discuss the


future road grades adjacent to the site to ensure the grading design for the subject property fits with the overall development of the area. The proposed redevelopment includes for a commercial space of approximately 6,090 sq.m. and residential units within Towers A, B and C will have 30, 24 and 18 stories respectively and contain 10 units per storey for a total unit count of 720. Parking will be provided in a three level underground parking lot. The parking lot footprint will extend across the majority of the site with the exception of the landscaped area located in the northeast corner. The redeveloped site will be accessed from a proposed asphalt driveway from the Argus Road right of way. As is typical with developments that have an underground parking component, extensive coordination will be required at the detailed design stage between the consultant team. Ponding areas and larger storm sewers will have to be located to ensure minimal interference with clearance requirements within the underground structure. The majority of the sewers within the site will be internal to the parking structure and will be designed in accordance with the OBC.

4 Proposed Site Grading

The site grading design will be completed to ensure existing grades will be matched at the property line and all drainage within the subject property will be self-contained. The grading design will ensure emergency overland flow is directed through the proposed entrance onto Argus Road at a minimum elevation of 300mm below the proposed finished floor elevations.

5 Storm Servicing

5.1 Minor Storm System

Based on the existing topographic survey by Tarasick McMillian Kubicki Limited, dated December 2011, an existing 1050mm storm sewer located in the Cross Avenue right of way would provide the lowest available invert for the proposed minor storm system. The minor storm system will consist of a series of storm structures and underground storm sewers which will convey the minor flows from the site to the existing 1050mm municipal storm sewer as indicated above. The minor system will be designed based on the Rational Method using a time of concentration of 10 minutes and the Town of Oakville’s IDF curve with a10 year return period. Due to the depth of the proposed footings, foundation drains will be required to be pumped to the storm system. Depending on the final site layout, consideration will be given to direct clean water from the roof to a cistern for irrigation purposes with an overflow to the minor storm system.


5.2 Major Storm System

As indicated above, in the event the storm system is blocked, emergency overland flow from the site will be conveyed to Argus Road right of way through the proposed entrance at a minimum elevation of 300mm below the proposed finished floor elevations.

6 Stormwater Management

6.1 Quantity Control

The external municipal storm sewer on Cross Avenue drains to Sixteen Mile Creek via an existing headwall located approximately 500m west of the site on Cross Avenue just south west of Lyons Lane. Town of Oakville staff was contacted to confirm adequate downstream storm sewer capacities within this stretch of sewer. Staff indicated that they were not aware of any downstream constraints but advised if capacity issues arose prior to the detailed design stage, a more onerous stormwater management requirement of controlling post development flows to the 2 year existing condition could be implemented. Stormwater quantity controls are proposed for the redevelopment to negate additional flows to downstream municipal storm sewers. As a conservative approach, all post development storms up to the 100 year event will be controlled to the 2 year predevelopment flow rate based on a maximum site coefficient of 0.5.

The Existing and Proposed Drainage Areas and surface characteristics have been indicated in Figure No. 4 and Figure No.5 respectively. The site will be modelled using the modified Rational Method. The modified Rational Method is suitable for small sites such as this and generates a triangular hydrograph with the peak of the triangle being the peak flow. Required storage volumes during each time step are then approximated as the difference between the total attenuated flow and the allowable controlled flow times the time difference. The estimated time to concentration used for the subject site is 10 minutes. The stormwater management calculations have been included in Appendix X and the results are provided in table 6.1 below. Table 6.1 Storm Event Allowable Release

Rate (m3/s) Post Development Peak Flow (m3/s)

Required Storage (m3)

5-year 0.116 0.112 *0 10-year 0.116 0.131 9.2 100 - year 0.116 0.195 47.8 *Due to a net reduction in the overall post development site imperviousness, no storage will be required during the 5 year storm event.


The minor storm system during the 100 year event will be under a surcharged condition and the release rate will be set by the orifice control to be at or lower than the allowable release rate for the site. An orifice plate or tube installed within a downstream control manhole will be sized to accordingly to reduce the flows to the calculated allowable release rate. As per the Town of Oakville’s requirements, there will be no ponding within the fire route. It is anticipated that a portion of the required ponding will be provided within the minor storm system and within an underground chamber located in the northeast corner of the site on the exterior of the foundation wall. Oversizing of the storm sewers are not anticipated due to headroom constraints associated with underground parking facilities. Surface ponding will be explored at the detailed design stage. Preliminary stormwater management calculations are provided in Appendix A.

6.2 Quality Control

As required by the Ministry of the Environment and the Town of Oakville, Level 1 water quality protection will be implemented for the proposed redevelopment. A package oil/grit separator will be installed on the downstream end of the private storm sewer prior to outletting to the municipal storm system. The unit will be sized to ensure 80% removals of Total Suspended Solids (TSS). In addition to the above, further Low Impact Development (LID) options will be explored at the detailed design stage. A partial list of possible sustainable LID’s has been included in the section below.

6.3 Sustainable Low Impact Development Options Green Roofs Green roofs will be one of the sustainable design elements that will be incorporate as part of the redevelopment. From a stormwater management perspective, growing medium can store significant volumes of rainwater, preventing runoff in small storm events, and delaying peak runoff for larger storms. Runoff is extended over several hours, reducing peak flows. As green roofs reduce runoff volumes for most rainfall events, this can improve the performance of other on-site LID’s such as infiltration pits, bioswales and detention or storage facilities.

Permeable Pavers

Permeable pavement, also known as pervious or porous paving, is a type of hard surfacing that allows rainfall to percolate to an underlying reservoir base where rainfall is either infiltrated to underlying soils or removed by a subsurface drain. Research has


shown that pavers can significantly reduce runoff volumes, provide an effective removal of pollutants such as total suspended solids, total phosphorous, total nitrogen, chemical oxygen demand, zinc, motor oil, and copper. In the void spaces, naturally occurring micro-organisms break down hydrocarbons and metals adhere. Bioswales Due to the extensive landscaped area indicated on the Conceptual Master Plan, the introduction of bioswales will be considered at the detailed design stage. Bioswales are one of several passive options available to meet the stormwater management objectives for a development site and can be located wherever traditional landscaped areas are proposed. Bioswales provide both a water quality and water balance component and are often the preferred choice of developers due to the relatively low cost in comparison to alternative options. Depending on the proposed functionality of the bioswale, the landscape architect will specify drought resistant or water tolerant plants or native grasses. Coordination with the landscape architect is important during the design stage as the proposed planting is critical to function and appearance of the bioswale and will determine the level of ongoing maintenance required. As bioswales are designed to capture small storm events, an overflow or bypass is necessary to redirect the less frequent storms to the storm sewer system. Rainwater Harvesting Rainwater harvesting is the practice of collecting, storing and reusing rainwater. The system typically consists of roof drains used to collect water from the roof. The water is conveyed by gravity to a collection tank within the building or to an underground tank located outside of the building. From a stormwater management perspective, rainwater harvesting systems are usually used in combination with other stormwater management practices to achieve overall stormwater requirements. In certain instances, this practice provides both a quality and quantity stormwater component depending on the location of the catchment areas and storage unit. As indicated above, the feasibility and constructability of directing clean water from the roof to a cistern for irrigation purposes will be reviewed at the detailed design stage.

6.4 Erosion and Sediment Control Requirements

In 2006, The Greater Golden Horseshoe Area Conservation Authorities prepared a guideline entitled "Erosion & Sediment Control Guideline for Urban Construction". Based on the guideline, all projects involving the removal of topsoil or site alteration requires an ESC (Erosion and Sediment Control) Plan in place prior to commencing construction. Failure to adhere to the plan could lead to the potential for prosecution under the various pieces of environmental legislation. The following principles assist in creating an effective ESC Plan.


(Ref. Erosion and Sediment Control Guidelines for Urban Construction)

• Adopt a multi-barrier approach to provide erosion and sediment control through erosion controls first.

• Retain existing ground cover and stabilize exposed soils with vegetation where possible.

• Limit the duration of soil exposure and phase construction where possible. • Limit the size of disturbed areas by minimizing nonessential clearing and

grading. • Minimize slope length and gradient of disturbed areas. • Maintain overland sheet flow and avoid concentrated flows. • Store/stockpile soil away (e.g. greater than 15 meters ) from watercourses,

drainage features and top of steep slopes. • Ensure contractors and all involved in the ESC practices are trained in ESC

Plan, implementation, inspections, maintenance, and repairs. • Adjust ESC Plan at construction site to adapt to site features. • Assess all ESC practices before and after all rainfall and significant snowmelt

events. The guideline stresses that prevention of erosion is the preferred mitigation measure for reducing the potential for sedimentation. Erosion and sediment control measures can be categorized as Erosion prevention controls and Sediment controls. Erosion controls include minimizing the reduction in vegetative ground cover or immediate stabilization of disturbed areas by top soiling, seeding, sodding, mulching, erosion control blankets, etc. Sediment Controls are further broken down into Perimeter Controls, Settling Controls and Filtration Controls. Some major perimeter controls include silt fences, cut-off swales and mud-mats. Settling controls reduce run-off velocity allowing the soil particles to settle out. Settling controls include sediment traps, rock check dams, straw bales and sediment control ponds. Filtration controls are achieved by filtering silt laden water through the use of a filer media such as a geotextile or sand. Filtration controls include storm inlet filter cloths, sediment bags and filter rings. A detailed Erosion and Sediment Control Plan and Construction Sequencing Plan will be prepared during the detailed design stage.


7 Water Servicing

As per the Regional Municipality of Halton water servicing requirements, the proposed redevelopment requires a water distribution system designed to meet the greater of the following demands: a. Maximum Daily Demand plus Fire Flow b. Maximum Hourly Demand

The Halton Region Design Criteria Manual provides equivalent population densities to be used in the estimation of water service demand for different types of development. The following information has been taken from the Region’s Water Service Demand Table A.2.2

Type of Development Equivalent Population Density

(Person / Hectare)

Average Day Service Demands

(m3/ha/day) Apartments over 6 stories 285 78.375 Light Commercial Areas 90 24.75 Based on an increase in population intensifications targets over last several years and the population counts from the Ontario Building Code used by mechanical engineers at the detailed design stage for demand calculations, a more onerous population density will be employed for the purpose of this report. The increase population densities have been included in table 7.1 below. Table 7.1

Type of Development Equivalent Population Density

(Person / Hectare)

Average Day Service Demands

(m3/ha/day) Apartments over 6 stories 2160 594.0 Commercial 110 32.45 Design Factors for the Water Distribution System

• Average Daily Demand = 0.275 m3 per capita • Maximum Daily Demand Peaking Factor = 2.25 • Maximum Daily Demand Peaking Factor Residential = 4.00 • Maximum Daily Demand Peaking Factor Commercial = 2.00

The Region of Halton requires that the Fire Flow demand requirement be calculated in accordance with the Water Supply for Public Fire Protection Guidelines by the Fire Underwriters Survey. All fire flow calculations will be revaluated and confirmed and


municipal hydrants on the street will be pressure tested at the detailed design stage to ensure compliance with the FUS. Based on the water demand calculations included in Appendix B, the water demand for the site will be governed by Maximum day plus fire flow. All water demands calculations will be verified at the detailed design stage. A 200mm fire line and 100mm domestic watermain will be required to service the subject property. It is anticipated that a private hydrant will be required internal to the site to provide fire protection in accordance with OBC requirements. There is a 300mm watermain located in both right of ways adjacent to the site. The exact location for the proposed connection to the municipal watermain will be determined during the detailed design following coordination with the mechanical engineer.

8 Sanitary Servicing

As per the Regional Municipality of Halton sanitary servicing requirements, all wastewater mains are to be designed in accordance with their Design Criteria Manual. Waste water flows are to be calculated as follows:

Design Flow = Average Dry Weather Flow x

Average Peak Wastewater factor x

Infiltration Allowance

Average dry weather flows are calculated based on population densities and unit sewage flows similar to densities and flows used in the water demand calculation. As such, Table 7.1 able will be used to generate the average dry weather flows for the purpose of this report. Peaking factors for wastewater flow for residential areas are established using the Harmon Formula which is shown below. M= 1 + 14 / 4 + (P)0.5

Where, M = ratio of peak to average flow P = tributary population in thousands Peaking factors for wastewater flow for commercial areas are established using the Harmon Formula which is shown above but with a 20% reduction applied. Infiltration allowances are determined at 0.286 x 10-3 m3/s/ha. Based on the sanitary sewer calculations included in Appendix C, the overall sanitary flows generated by the development will be approximately 20.9 L/s. A private 200mm


sanitary service connection at 1% grade will be installed from the subject property to the 600mm municipal sanitary sewer located within the Argus Road right of way. The exact location of the proposed sanitary service connection will be determined at the detailed design stage in coordination with the mechanical engineer. It is anticipated that any sanitary fixtures within the lower portions of the underground parking structure will be required to be pumped to the private sanitary system due to elevation constraints.

9 External Servicing Constraints

During preliminary discussions between Salmona Tregunno and the Region of Halton in early 2012, regarding the proposed rezoning, Regional planning staff indicated that it was their intent to put a holding provision on the subject property due to downstream wastewater servicing constraints. At that time, Salmon Tregunno on behalf of the developer requested a meeting with both the Region of Halton Planning and Public Works departments in order to identify the servicing constraints and timing of the proposed infrastructure improvements to address the issue. The meeting was attended by the developer, the developer’s agent, (Salmona Tregunno), the developer’s servicing consultant, (MGM Consulting Inc.), and Regional Planning and Public Works staff. During the meeting, John Duong, Manager of Wastewater Planning indicated that several wastewater constraints were identified by the Region’s servicing consultant downstream of the subject property that would impede development from occurring until the constraints were rectified. Mr. Duong noted that a 900mm twin trunk sewer was required on Trafalgar Road and Rebecca Street and a 1050mm trunk sewer was required on Lakeshore Road West from Rebecca Street to the Oakville South West WWTP. He also indicated that additional wastewater sewers were required upstream closer to the subject property to address local capacity issues. Mr. Duong noted that the design budgets for the Regional projects have been approved by council and the funding was in place through the Region’s development charges. Mr. Duong stated that it was the Region’s intent to construct all the above noted wastewater mains concurrently pending council approval of funding through development charges and expected construction to be completed for all wastewater projects by 2015. Information provided by Region staff at the time of the preparation of this report is that the Rebecca Street trunk sewer project is scheduled to be constructed in 2015/2016. The status of the upgrading of trunk sewers on Trafalgar Road remains uncertain.


10 Conclusions and Recommendations

The following summarizes the conclusions and recommendations based on the preceding analyses;

• Site grading can be completed as required to provide reasonable access to and within the site, to fit with adjacent lands and as required to convey minor flows to the proposed internal storm system and convey major storm flows overland to the Argus Road right of way,

• An internal storm system, designed to convey the 10 year design storm flows, can be constructed within the site, which will outlet to an existing 1050 mm diameter storm sewer on Cross Avenue,

• Stormwater quantity controls as required to control flows from the site to a flow rate based on a runoff coefficient of 0.50. Sufficient on-site storage as required during the 100 year storm event would be provided underground within the internal storm system or cistern for rainwater harvesting purposes, and aboveground in ponding areas beyond the designated fire route,

• Stormwater quality controls would be provided with the installation of a package treatment unit, sized to provide for the removal of an estimated 80% of the total suspended solids from storm runoff, on an annual loading basis,

• Low impact development features that could be implemented would include green roofs, permeable pavements, bio-swale treatment areas and rainwater harvesting. These features would provide additional storwater retention, treatment and reduction of flows to the municipal system through re-use.

• Erosion and sediment controls as recommended, will be required in order to reduce erosion and contain sediments within the site during construction.

Prepared by: MGM CONSULTING INC.

John Bishop, CET. M.L.Stairs, P.

SITE

FIG. No. 1

LOCATION PLAN

177 CROSS AVENUEFUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT

400 Bronte Street South

Milton, OntarioL9T 0H7

Tel: (905 )567-8678Fax: (905 )875-1339Suite 201

Email: [email protected]

CONSULTING INC

177 CROSS AVENUEFUNCTIONAL SERVICING & STORMWATERMANAGEMENT REPORT

EXISTINGDEVELOPMENT

FIG. NO. 2



Tel: (905 )567-8678Fax: (905 )875-1339Suite 201


CONSULTING INC

177 CROSS AVENUEFUNCTIONAL SERVICING AND STORMWATERMANAGEMENT REPORT

EXISTINGSERVICES

FIG. NO.3



Tel: (905 )567-8678Fax: (905 )875-1339Suite 201


CONSULTING INC

0.73

0.92

0.256

0.95

FIG. NO. 4

EXISTING DRAINAGE AREAS 400 Bronte Street South


Tel: (905 )567-8678Fax: (905 )875-1339Suite 201


CONSULTING INC


0.256

0.95

Cross Avenue

RETAIL/ COMMERCIAL

Property Line

Property Line

Pro

perty

Lin

e

Pro

perty

Lin

e

0.73

0.48

FIG. NO.5

PROPOSED DRAINAGE AREAS 400 Bronte Street South


Tel: (905 )567-8678Fax: (905 )875-1339Suite 201


CONSULTING INC


APPENDIX A

STORMWATER MANAGEMENT CALCULATIONS

PROPOSED 177 CROSS AVENUE REDEVELOPMENTOAKVIILE, ONTARIOPRELIMINARY STORMWATER MANAGEMENT CALCULATIONS

1.0 DRAINAGE CHARACTERISTICS

1.1 Existing Drainage Areas:"c" Area (ha)

0.50 0.73

1.2 Proposed Drainage Areas"c" Area (ha)

0.48 0.73

2.0 Allowable Post Development Flows

Peak post development flows for all storms up to 100 year storm event are to be controlled to predevelopment 5 year levels based on on a conservative site coefficient of 0.50.

2.1 2 Allowable Flow

Based on Tc= 10 minutesTherefore I = 114.2 mm/hr

Flow "Q" - cIA/360, where c = 0.50

Therefore Q allowable = 0.116 m3/sec.

3.0 On-Site Storage Required

3.1 Five Year Storage Calculation

5 Year Controlled Attenuated Unattenuated Controlled Approx..Rainfall Rainfall Roof Flow Flow Flow Flow From DetentionDuration Intensity (I) From Site From Site Site* Volumes

min. s mm/h m^3/s m^3/s m^3/s m^3/s m^310 600 114.2 0.1112 0.1158 -2.815 900 90.6 0.0882 0.1158 -24.920 1200 75.5 0.0735 0.1158 -50.725 1500 65.1 0.0633 0.1158 -78.730 1800 57.3 0.0558 0.1158 -108.035 2100 51.3 0.0500 0.1158 -138.3

3.2 Ten Year Storage Calculation


min. s mm/h m^3/s m^3/s m^3/s m^3/s m^310 600 134.8 0.1312 0.1158 9.215 900 106.8 0.1039 0.1158 -10.720 1200 88.9 0.0866 0.1158 -35.125 1500 76.5 0.0745 0.1158 -62.030 1800 67.4 0.0656 0.1158 -90.435 2100 60.3 0.0587 0.1158 -119.9

3.3 100 Year Storage Calculation


min. s mm/h m^3/s m^3/s m^3/s m^3/s m^310 600 200.8 0.1954 0.1158 47.815 900 97.9 0.0953 0.1158 -18.420 1200 80.5 0.0784 0.1158 -44.9

Based on the above, the required 100 year site storage = 47.8 cu.m.

APPENDIX B

WATER DEMAND CALCULATIONS

177 Cross Avenue Water Demand Calculations Commercial Residential

Apartments over 6 stories

Total equivalent population to be serviced

80 persons 1577 persons

Total Lands to be Serviced 0.73 ha 0.73 ha

No. Water Demands

Demand type Demand (units)

Commercial Residential Total 1 Average day flow 0.25L/s 5.02 L/s 5.27 L/s 2 Maximum day flow 0.56 L/s 11.30 L/s 11.86 L/s 3 Peak hour flow 0.50L/s 20.08 L/s 20.58 L/s 4 Fire Flow 133.33 L/s 133.33 L/s Analysis 5 Maximum day plus fire flow 145.19 L/s 6 Peak hour flow 20.58 L/s 7 Maximum demand flow 145.19 L/s

Fire Flow Calculation

The FUS requires that a minimum water supply source 'F' be provided at 150 kPaThe min flow 'F' can be calculated as such:

F=220C√Awhere:F- Required fire flow in L/minC- Coefficient related to constructionA- Total area in sq.m

C = 0.6 (Fire Resisitive Construction)

For fire resitive construction A = largest floor area + 25%of each adjoining floor

A = 7800 sq.m

Therefore,

F= 11657.92 L/min

Reduction Factors:

F'=F*f1*f2

where:f1- Occupancy factorf2- Sprinkler protection factorFor low hazard occupancies, f1 = 0.75Assuing that the units will be sprinklered f2= 0.5

F' = 4371.722 L/min

Exposure Factors:F" = F'*f3where:f3- Exposure factor not to exceed 75%Assuming worst-case scenario, using the max exposure factor of f3= 1.75

F" = 7650.513 L/min

Therefore a minimum flow of approximately 8000 L/min must be available at the nearest hydrant with a minimum pressure of 150 kPa.

Note: This fireflow calculation has been prepared as a guide only. Confirmation should beobtained from a Fire Protection professional for confirmation

APPENDIX C

WASTEWATER FLOW CALCULATIONS

Project No. 2012-35THE REGIONAL MUNICIPALITY OF HALTON Subdivision:

SANITARY SEWER DESIGN SHEET Date: 11-Apr-13

Des. By: JAB Chk. By: MLS

Tributary Area Hectare Population Tributary Average Average SEWER PIPEIncrement Total Increment Total Increment Total Peaking Max. Infiltration Max. Flow Q V m/S

Res. Comm. Ind. Res. Comm. Ind.Street ha ha ha ha L/s L/s Factor m3/s L/s L/s mm. % L/s Full Flow Act. Flow Type n Class REMARKS

Residential 0.73 0.73 2160 2160 6.875 6.875 2.848 19.578 0.209 19.786Commercial 0.73 0.73 80 80 0.256 0.256 3.415 0.873 0.209 1.082

Total 20.868 200 1.00 32.812 1.04 PVC 0.013 SDR35

177 Cross Avenue

salmona tregunno - oakville planning/da...the current update will consolidate the original report...

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