functional servicing & preliminary stormwater … · preliminary stormwat management report...

FUNCTIONAL SERVICING &

PRELIMINARY STORMWATER

MANAGEMENT REPORT

133 & 137 MAIN STREET EAST

“BURGESS ESTATES”

TOWN OF GRIMSBY

NIAGARA REGION

PREPARED FOR:

BURGESS HERITAGE ESTATES INC.

PREPARED BY:

C.F. CROZIER & ASSOCIATES INC.

2800 HIGH POINT DRIVE, SUITE 100

MILTON, ON L9T 6P4

JUNE 2019

CFCA FILE NO. 863-5050

The material in this report reflects best judgment in light of the

information available at the time of preparation. Any use which

a third party makes of this report, or any reliance on or decisions

made based on it, are the responsibilities of such third parties.

C.F. Crozier & Associates Inc. accepts no responsibility for

damages, if any, suffered by any third party as a result of

decisions made or actions based on this report.

Burgess Heritage Estates Inc. Functional Servicing & Preliminary Stormwater Management Report

133 & 137 Main Street East, Town of Grimsby June 2019

C.F. Crozier & Associates Inc.

Project No. 863-5050

Revision Number Date Comments

Rev.0 June 2019 Issued for First Submission





TABLE OF CONTENTS

1.0 INTRODUCTION ................................................................................................................... 1

2.0 SITE DESCRIPTION ................................................................................................................ 1

3.0 WATER SERVICING .............................................................................................................. 2

3.1 Existing Water Servicing ............................................................................................... 2

3.2 Design Water Demand ................................................................................................. 2

3.3 Fire Flow Demand ......................................................................................................... 2

3.4 Proposed Water Servicing............................................................................................ 3

4.0 SANITARY SERVICING ......................................................................................................... 3

4.1 Existing Sanitary Servicing ........................................................................................... 3

4.2 Design Sanitary Flow .................................................................................................... 4

4.3 Proposed Sanitary Servicing ........................................................................................ 4

5.0 DRAINAGE CONDITIONS .................................................................................................... 4

5.1 Existing Storm Servicing ............................................................................................... 4

5.2 Existing Drainage .......................................................................................................... 5

5.3 Proposed Drainage ...................................................................................................... 5

6.0 STORMWATER MANAGEMENT ............................................................................................ 6

6.1 Stormwater Quantity Control ....................................................................................... 6

6.2 Stormwater Quality Control ......................................................................................... 7

7.0 RELOCATION OF STORM SEWER ......................................................................................... 7

8.0 EROSION AND SEDIMENT CONTROLS DURING CONSTRUCTION ....................................... 8

9.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................................... 8





LIST OF TABLES

Table 1: Estimated Design Water Demand

Table 2: Estimated Fire Demand Flows

Table 3: Estimated Sanitary Design Flows

Table 4: Land Area Comparison

Table 5: Post-Development Drainage Catchment Parameters for the Subject Site

Table 6: Post-Development Flow Rates

LIST OF APPENDICES

Appendix A: Water Demand Calculations

Appendix B: Sanitary Flow Calculations

Appendix C: Stormwater Management Calculations

LIST OF FIGURES

Figure 1: Assumed Post-Development Drainage

Figure 2: Post-Development Drainage



C.F. Crozier & Associates Inc. Page 1 of 9


1.0 Introduction

Burgess Heritage Estates Inc. has retained C.F. Crozier & Associates Inc. (Crozier) to prepare a

Functional Servicing & Preliminary Stormwater Management Report. This report will support the

Zoning By-Law Amendment (ZBA) and Official Plan Amendment (OPA) to permit the

re-development at 133 &137 Main Street East (“Burgess Estates”) in the Town of Grimsby, Niagara

Region.

This report demonstrates that the proposed site can be re-developed in accordance with the Town

of Grimsby and Niagara Region guidelines from a functional servicing and preliminary stormwater

management perspective.

The proposed development is the second phase of a development for 133 & 137 Main Street East.

The first phase of the development, located north of the subject Site, has been completed and is

referred to as Josie’s Landing through this report.

The reports and design standards referenced during the preparation of this report include:

Region of Niagara Development Charge Background Study: Appendix A (Watson &

Associates Economists Ltd., April, 2017)

Niagara Region Water and Wastewater Master Servicing Plan: Volume III (2016)

Niagara Region Water and Wastewater Servicing Plan Volume IV (2016)

Ministry of Environment Design Guidelines for Sewage Works (2008)

Ministry of Environment Design Guidelines for Drinking Water Systems (2008)

Water Supply for Public Fire Protection (Fire Underwriters Survey, 1999)

Stormwater Management Feasibility Study: Proposed Residential Development 133 Main

Street East (Premier Engineering Solutions, February, 2014)

Stormwater Management Report, 133/137 Main Street East, (Lamarre Consulting Group Inc.,

April 2015)

2.0 Site Description

The subject property is approximately 0.66 ha and currently consists of one residential building and

accessory structure and a landscaped area. The residential building is classified as a heritage home.

The property, located in an area zoned as neighbourhood commercial, is bounded by residential

developments to the north (Josie’s Landing), Nelles Road North to the west, commercial units to the

east, and Main Street East to the south.

The elements envisioned for this development include:

A 148 unit – 5 storey residential building

Above ground parking with 39 spaces

Underground parking with 166 spaces

Site access to Nelles Road





As part of the re-development of the subject property the existing heritage home will be relocated

to the south west corner of the property and the accessory structure will be removed.

3.0 Water Servicing

3.1 Existing Water Servicing

The existing water servicing infrastructure close to the Site includes:

A 250 mm diameter watermain located along Nelles Road, adjacent to the site (Town of

Grimsby as-constructed drawing RD-84-53D, December 1984)

A 250 mm diameter watermain located along Main Street (TH-91-9C (Town of Grimsby as-

constructed drawing October 1989))

A fire hydrant located on Main Street, at the south east corner of the site (Town of Grimsby

as-constructed drawing TH-91-9C, October 1989)

A fire hydrant located along the west side of Nelles Road at the south west corner of the site

(Town of Grimsby as-constructed drawing RD-84-53D, December 1984)

3.2 Design Water Demand

The water demands for the proposed development were calculated with reference to the Niagara

Region Design Criteria. An average daily water demand of 300 L/capita/day was used in

conjunction with an occupancy density of 1.62 persons/unit for the 148 units in the proposed

development.

Table 1 summarizes the estimated water demands for the proposed re-development. Appendix A

contains detailed water demand calculations.

Table 1: Estimated Design Water Demand

Standard

Average Daily

Demand

(L/s)

Maximum Daily

Demand

(L/s)

Peak Hourly

Demand

(L/s)

Niagara Region Design Standards 0.83 1.67 3.33

Using the Niagara Region Design Criteria for domestic water demand, the estimated average daily

demand is 0.83 L/s and peak hourly water demand is 3.33 L/s.

3.3 Fire Flow Demand

The Fire Underwriters Survey method was used to estimate the fire flow requirements for the

proposed development. This calculation is based on basic building construction and gross floor area

of the development.

The proposed 5-storey residential building is assumed to have non-combustible construction,

therefore a construction coefficient of 0.8 was applied in the fire flow calculations (Water Supply for

Public Fire Protection by Fire Underwrites Survey, 1999). A gross floor area of 11,003 m2 is used as

outlined in the Site Plan (KNYMH Inc., May 29, 2019).





Table 2 summarizes the estimated fire flow and duration necessary to meet fire protection for the

proposed development.

Table 2: Estimated Fire Demand Flows

Method Demand Flow

(L/s)

Duration

(h)

Fire Underwriters Survey 183.3 2.25

The proposed fire service is required to accommodate a fire flow of 183.3 L/s (2,904 US GPM) for a

duration of 2.25 hours. Appendix A contains the Fire Underwriters Survey calculations. The building

Architect and the Mechanical Engineer will confirm the estimated fire flow demand.

Please note that the Fire Underwriters Survey value is a conservative estimate for comparison

purposes only. The Mechanical Engineer for this development will complete the required analyses

for fire protection and the Architect will design fire separation methods based on the required fire

flow rate, in order to meet municipally available flows and pressures.

A hydrant flow test will be conducted during the detailed design on this development.

3.4 Proposed Water Servicing

The development is proposed to be serviced by a 200 mm diameter PVC water service. The

proposed 200 mm diameter water service will connect to the existing 250 mm diameter watermain

along Nelles Road using a tapping sleeve and valve connection. A gate valve, as outlined in the

Town standards, is proposed at the property line, where the proposed 200 mm diameter water

service will split into a 200 mm fire line and 100 mm domestic service. The services will enter a water

meter/backflow preventor room before servicing each unit.

The Preliminary Site Servicing Plan (Drawing C103) illustrates the location and design of the proposed

water services.

4.0 Sanitary Servicing

4.1 Existing Sanitary Servicing

The existing sanitary sewage servicing close to the Site includes:

A 200 mm diameter sanitary sewer located along the south side of Main Street. At the

sanitary manhole located at the intersection of Main Street and Nelles Road, sanitary sewers

converge from the east, west and south; flowing north along Nelles Road (Town of Grimsby

as-constructed drawings SA-76-34P (January 1979) SA-76-34K (February 1979), and SA-76-34P

(January 1979))

A 250 mm diameter sanitary sewer is located along Nelles Road installed at a slope of 0.63%,

flowing north along Nelles Road (Town of Grimsby as-constructed drawings RD-84-53D

(December 1984) and TH-Y16-60B (June 2016))





4.2 Design Sanitary Flow

The Niagara Region Design Criteria was referenced to calculate the sanitary sewage design flows

for the proposed development. A unit sewage flow of 275 L/capita/day was used with an

occupancy density of 1.62 persons/unit for the 148 units in the proposed development. Infiltration

flow and a peaking factor were applied to the unit sewage flow to obtain the total estimated

design sewage flow.

Table 3 summarizes the estimated sanitary sewage design flows and Appendix B contains the

detailed calculations.

Table 3: Estimated Sanitary Sewage Design Flows

Standard

Average

Sewage Flow

(L/s)

Peaking

Factor

Peak Sewage

Flow (L/s)

Infiltration

Flow

(L/s)

Total Peak

Sewage Flow1

(L/s)

Niagara Region

Design Standards 0.76 4.00 3.05 0.19 3.24

Note: 1 Peak flow includes infiltration flow.

The proposed sanitary service was sized to convey a peak sanitary sewage flow of 3.24 L/s for the

development, as determined by the Niagara Region Design Criteria.

4.3 Proposed Sanitary Servicing

The development is proposed to be serviced by a 250 mm diameter sanitary sewer installed at a

slope of 2.0 %. This proposed 250 mm diameter sanitary sewer will connect to the sanitary manhole

(SAN MH 1) on Nelles Road. The proposed sanitary sewage service will be designed according to

the Niagara Region standards.

The Preliminary Site Servicing Plan (Drawing C103) illustrates the location of the sanitary sewer and all

connections. The buildings internal sanitary swage system will be designed according to the

Mechanical Engineer’s details and specifications.

Based on the design sanitary sewage demand calculations for the proposed development, we

conclude that the existing municipal infrastructure has sufficient capacity to support the proposed

development without any required external improvements.

5.0 Drainage Conditions

The drainage conditions for the site in both pre-development and post-development are outlined in

the following sections.

5.1 Existing Storm Servicing

The existing stormwater servicing infrastructure close to the Site includes:

A 300 mm diameter storm sewer running south to north along Nelles Road installed at a 1.5%

slope (Town of Grimsby as-built drawing RD-84-53D (December 1984))

A 300 mm diameter storm sewer becoming a 1200 mm diameter storm sewer running west to

east and then south to north along the private road (north of the Site) installed at a slope of

0.4% (Town of Grimsby as-built drawing TH-Y16-60B (June 2016))





A 600 mm diameter storm sewer running south to north through the easement at the eastern

side of the property (Instrument R084819 (Part 3, Plan 30R-14891) (Town of Grimsby as-built

drawing TH-Y01-16B (August 2001))

A 750 mm diameter storm sewer running west to east along Wentworth Drive (north of the

proposed Site), installed at a slope of 0.70% (Town of Grimsby as-built drawing TH-Y16-60B

(June 2016))

5.2 Existing Drainage

The subject property currently has an existing grassed area with mature trees, one existing residential

building with an accessory structure, an asphalt driveway, and a hardened dirt area. The pre-

development runoff coefficient of the site is shown in Table 4.

A review of the topographic survey indicates that the site is split into two drainage catchments, as

shown in the pre-development drainage figure (Figure 1). Stormwater runoff from Catchment 100

drains by way of sheet flow to the north west, and stormwater runoff from Catchment 101 drains by

way of sheet flow to the north east.

The Site has no existing stormwater management infrastructure.

5.3 Proposed Drainage

The proposed development consists of a five-storey residential building, landscaped area, and

above ground and underground parking. Access to the development will be from Nelles Road

Runoff generated from the above ground parking area and landscape areas will drain into area

drains. The area drains will connect to the underground parking storm sewer system; the project’s

Mechanical Engineer will design this storm sewer system. The underground parking storm sewer

system will connect to the existing 1200 mm diameter storm sewer on the adjacent private road to

the north, as approved in the Phase 1 development of Josies Landing (Stormwater Management

Report, 133/137 Main Street East, Lamarre Consulting Group April 2015).

The Preliminary Site Grading and Site Servicing Plans (Drawing C102 and C103) illustrate the

proposed drainage of the site, the location and design of the storm sewers and all of the storm

sewer connections. Figure 1 and 2 highlight the pre- and post-development pervious and

imperviousness of the site. Table 4 summarizes the land area and imperviousness comparison pre-

and post-development of the Site.

Table 4: Land Area Comparison

Conditions

Impervious

Area

(m2)

Pervious Area

(m2)

Total Area

(m2)

Runoff

Coefficient

Pre-Development 864 5,690 6,554 0.34

Post-Development 4,130 2,424 6,554 0.66





6.0 Stormwater Management

The stormwater management design criteria were established in consultation with the Town of

Grimsby and reference to the Stormwater Management Report (Stormwater Management Report,

133/137 Main Street East, Lamarre Consulting Group April 2015). The Stormwater Management

Report (Lamarre Consulting Group, April 2015) was completed for the two-phase development at

133 and 137 Main Street East. The first phase of the development, north of the proposed Site (Josie’s

Landing), has been completed. Stormwater quantity and quality controls for the two-phase

development (Josie’s Landing and the subject Site) were accounted for in the design and

construction of the stormwater management system.

The stormwater management system was designed based on assumed post-development

conditions of the subject Site (Lamarre Consulting Group Inc., April 2015). Table 5 shows the assumed

post-development catchment parameters of the Site used in the stormwater management system

design and the proposed post-development parameters.

Table 5: Post-Development Drainage Catchment Parameters for the Subject Site

Assumed Post-Development

Conditions1

Proposed Post-Development

Conditions

Catchment Area (ha) 0.631 0.66

Runoff Coefficient 0.70 0.66

1) Stormwater Management Report, 133/137 Main Street East, Lamarre Consulting Group April 2015

6.1 Stormwater Quantity Control

Stormwater quantity control has been accommodated within the storm sewer located on the

private road to the north of the Site (Stormwater Management Report, 133/137 Main Street East,

Lamarre Consulting Group April 2015). Stormwater from the site will outlet to the existing 1200 mm

storm sewer on the private road. The 1200 mm storm sewer provides 101 m3 of storage for stormwater

for Josie’s Landing development and the proposed development. The storm sewer on the private

road connects to the storm sewer on Wentworth Avenue, as approved in the Phase 1 development

of Josie’s Landing (Stormwater Management Report, 133/137 Main Street East, Lamarre Consulting

Group April 2015).

The storm sewer along the private road was designed to be controlled to a maximum flow rate of

0.120 m3/s under 5-year storm conditions to comply with the designed conditions of the receiving

storm sewer on Wentworth Drive. The storm sewer along the private road has a diameter of 1200 mm

to provide the required storage to reduce peak flow rates to comply with allowable inflow rates to

the Wentworth Drive storm sewer.

The stormwater management design for the Phase 1 development of Josie’s Landing (Stormwater

Management Report, 133/137 Main Street East, Lamarre Consulting Group April 2015) made

assumptions about the post-development conditions of the subject Site to calculate the sizing of the

stormwater management quantity controls necessary to meet their design criteria.

Using the Town of Grimsby’s intensity-duration-frequency (IDF) data, the Rational Method was used

to calculate the post-development peak flow rates. The peak flows of the assumed post-

development conditions of the Site used in the design of the stormwater management system on

the private road (Lamarre Consulting Group Inc, April 2015) were therefore compared to the actual

proposed post-development peak stormwater flows; this analysis was conducted to determine if the

stormwater management system maintained the capacity to convey the flows from the Site as

originally designed.





The stormwater management system was designed using the assumed drainage area of 0.631 ha

and runoff coefficient of 0.70 for the subject Site, as shown in Table 5 (Stormwater Management

Report, 133/137 Main Street East, Lamarre Consulting Group April 2015). The post-development

drainage boundaries used in the stormwater management system design is shown in Figure 3.

Proposed post-development conditions of the Site are a drainage area of 0.66 ha and runoff

coefficient of 0.66. Therefore, the proposed post-development conditions of the subject Site are

within the bounds of the assumed conditions used in Lamarre Consulting Groups stormwater

management system design.

Table 6 compares the peak stormwater flows from the assumed and proposed post-development

conditions of the subject Site. This analysis as shown in Table 6, demonstrates that the proposed

peak flows remain below the assumed peak stormwater flows used in Lamarre Consulting Groups;

design of the stormwater management system. Therefore, the stormwater storage system on the

private road has sufficient capacity to accept uncontrolled peak stormwater flows from the

proposed Site.

Appendix C contains complete stormwater management design calculations. The Preliminary

Servicing Plan (Drawing C103) illustrates the subject site’s storm sewer system.

Table 6: Post-Development Flow Rates

Storm

Post-Development Uncontrolled Flow Rate

(L/s)

Assumed Development1 Proposed Development2

2-year 0.083 0.082

5-year 0.109 0.106

10-year 0.126 0.123

25-year 0.148 0.144

50-year 0.159 0.156

100-year 0.175 0.171

1) Peak flows calculated using assumed post-development conditions of the Site (Stormwater

Management Report, 133/137 Main Street East, Lamarre Consulting Group April 2015)

2) Peak flow calculated for the proposed post-development conditions

6.2 Stormwater Quality Control

Stormwater quality control is accounted for in the design of the storm sewer for Phase 1 of the

development (Stormwater Management Report, 133/137 Main Street East, Lamarre Consulting

Group April 2015). The existing Josie’s Landing stormwater system has an in-line oil/grit separator.

7.0 Relocation of Storm Sewer

An existing storm sewer easement (R084819) is located along the eastern edge of the property. The

3.0 m easement contains a 600 mm diameter storm sewer conveying runoff from Main Street to the

750 mm storm sewer located on Wentworth Drive.





It is proposed that the storm sewer is to be removed and relocated to a location off Site, and for the

easement abandoned. Additional details regarding the relocation of the storm sewer easement will

be provided through the development application process, and more specifically through the site

plan process.

8.0 Erosion and Sediment Controls During Construction

Erosion and sediment controls will be installed prior to the beginning of any construction activities.

They will be maintained until the site is stabilized or as directed by the Site Engineer and/or the Town

of Grimsby. The Preliminary Erosion & Sediment Control Plan (Drawing C101) identifies the location of

the recommended controls. The erosion controls will be inspected after each significant rainfall

event and maintained in proper working condition.

The on-site erosion and sediment controls during construction include:

Heavy Duty Silt Fencing

Silt fencing will be installed on the perimeter of the site to intercept sheet flow. Additional silt fence

may be added based on field decisions by the Site Engineer and the Owner, prior to, during and

following construction

Rock Mud Mat

A rock mud mat will be installed at the entrance to the construction zone to prevent mud tracking

from the site onto surrounding lands and the perimeter roadway network. All construction traffic will

be restricted to this access only.

Sediment Control Devices

The existing catch basins on the private road north of the Site will be equipped with Terrafix

‘Siltsacks’.

9.0 Conclusions and Recommendations

Based on the information offered in this report, the proposed development of the Site, including a

148-unit 5-storey residential building, 39 above ground parking spaces, and 166 underground

parking spaces, can be serviced from a servicing and stormwater management perspective.

We offer the following conclusions:

Design peak water demand for the proposed development is 3.33 L/s and a fire flow of

183.3 L/s for 2.25 hours is required

Peak sanitary sewage flow for the proposed development is 3.24 L/s

Sanitary conveyance for the proposed development will be met using a 250 mm diameter

PVC sanitary sewer that connects to the sanitary sewer on Nelles Road

Stormwater quantity and quality control will be provided by the stormwater management

system, as approved in Phase 1 of the development (Josie’s Landing)

Existing 600 mm storm sewer in eastern easement is proposed to be removed and relocated,

and the easement abandoned

Erosion and Sediment Controls will be provided at all stages of construction





Based on the above conclusions, we recommend the approval of the Zoning By-Law Amendment

(ZBA) and Official Plan Amendment (OPA), from the perspective of functional servicing and

preliminary stormwater management.

Respectfully submitted,

C.F. CROZIER & ASSOCIATES INC. C.F. CROZIER & ASSOCIATES INC.

Jordan Atherton, M.Sc., E.I.T. Madeline Carter, P.Eng.

Water Resources Project Engineer

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APPENDIX A

Water Demand Calculations

Project: Created By: TT Date: 1/18/2019

Project No.: 863-5050 JA Updated: 5/21/2019

0.66 ha

Population Density: 1.62 persons/unit

148

Population: 240

Water Demand:

71,928 L/day

0.83 L/s

2.0

4.0

Average Day = 0.83 L/s

Max Day = 1.67 L/s Max Day = Average Day Demand * Max Day

Peak Hour = 3.33 L/s Peak Hour = Average Day Demand * Peak Hour

Average

Daily

Water

Demand

(L/s)

Max Day

Demand

(L/s)

Peak

Hourly

Demand

(L/s)

0.83 1.67 3.33

Municipality

Niagara Region

Niagara Region Water & Wastewater Master Servicing

Plan (2016) Volume 3

Design Parameters

Average Demand (L/capita/d)

300

Max Day =

Peak Hour =

Average Daily Demand =

Peaking Factors (Residential)

Niagara Region Water & Wastewater Master Servicing Plan (2016)

Volume 3

133 & 137 Main Street

Domestic Water Demand

Notes & References

Site Area:

Number of units:

Checked By:

Region of Niagara Development Charge Background

Study Appendix A

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Project: Created By: JA Date: 5/25/2019

Project No.: 863-5050 Checked By: NAS Updated: 5/28/2019

Notes:

where:

F =

C =

A =

A = 11,005

C = 0.8

Therefore, F= 18,000

Non-Combustible -25% Free Burning +15%

Limited Combustible -15% +25%

Combustible No Charge

25% Reduction

-4500 L/min reduction

Note: Flow determined shall not be less than 2,000 L/min

3. The building is assumed to have sprinkler protection.

4. The building is classified as a low hazard occupancy per the appendix of the Water Supply for Public Fire

Protection (1999) by FUS.

Non-Combustible

Proposed Development:

or be increased by up to 25% surcharge for occupanies having a high fire hazard.

Rapid Burning

30,000 L/min for wood frame construction

25,000 L/min for fire-resistive construction

25,000 L/min for non-combustible construction

30,000 L/min for ordinary construction

Non-Combustible

sq. m footprint

L/ min (rounded to nearest 1000 L/min)

Fire flow determined above shall not exceed:


Fire Flow Calculations - Fire Underwriters Survey Method

Part II - Guide for Determination of Required Fire Flow

1. An estimate of fire flow required for a given area may be determined by the formula:

2. Values obtained in No.1 may be reduced by as much as 25% for occupancies having low contents fire hazard,

= 1.0 for ordinary construction (brick or other masonry walls, combustible floor and interior)

= 0.8 for non-combustible construction (unprotected metal structural components)

the total floor area in square metres (including all storeys, but excluding basements at least

F = 220 * C * sqrt A

50% below grade) in the building considered

= 0.6 for fire-resistive construction (fully protected frame, floors, roof)

= 1.5 for wood frame construction (structure essentially all combustible)

the required fire flow in litres per minute

coefficient related to the type of construction

1. The development will use non-conbustible construction (C-value = 0.8).

2. Total gross-floor-area (GFA) is 11,005 sq. m. per Site Plan (May 17, 2019).


Project No.: 863-5050 Checked By: NAS Updated: 5/28/2019

Automatic sprinklers:

-6750 L/min reduction (to be confrimed by Architec)

4. Exposure: To the value obtained in No. 2, a percentage should be added for structures exposed within 45 metres

by the fire area under consideration. The percentage shall depend on the height, area, and construction of the

building(s) being exposed, the separation, openings in the exposed building(s), the length and height of exposure,

the provision of automatic sprinklers and/or outside sprinklers in the building(s) exposed, the occupancy of the

exposed building(s), and the effect of hillside locations on the possible spread of fire.

Separation Charge

0 - 3 m 25% Direction Distance Charge

3.1 - 10 m 20% North 14 15% 2025 L/min

10.1 - 20 m 15% East 9 20% 2700 L/min

20.1 - 30 m 10% South - 0% 0 L/min

30.1 - 45 m 5% West - 0% 0 L/min

4725 L/min

Duration

(hours)

1. 18,000 base fire flow 1.00

2. -4,500 reduction 1.25

3. -6,750 reduction 1.50

4. 4,725 surcharge 1.75

2.00

11,000 L/min, or 2.00

183.3 L/s 2.00

2,904.0 USGPM 2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

20,000

Required Duration of Fire Flow

2,000 or less

Flow Required

(L/min)Determine Required Fire Flow

12,000

6,000

4,000

3,000

14,000

10,000

8,000

5,000

18,000

16,000

40,000 and over

38,000

36,000

34,000

32,000

30,000

28,000

26,000

24,000

22,000


Fire Flow Calculations - Fire Underwriters Survey Method

Required Flow:

Exposed Buildings

Surcharge

Total Surcharge:

3. Sprinklers: The value obtained in No. 2 may be reduced by up to 50% for complete automatic sprinkler protection.





APPENDIX B

Sanitary Flow Calculations


Project No.: 863-5050 NAS Updated: 5/21/2019

0.66 ha

Population Density: 1.62 persons/unit

148

Population: 240

Average Daily Flow = 275.0 L/capita/d

Average Daily Flow = 0.76 L/s

M = 4.00 M = 1 + 14 / (4 + (p/1000)^.5)

Peak Flow = 3.05 L/s Peak Flow = Average Daily Flow * M

Infiltration Flow: Infiltration = 0.29 L/s/ha

Total Infiltration = 0.19 L/s

Total Peak Flow = 3.24 L/s Total Peak Flow = Peak Flow + Total Infiltration

Summary Table

Average

Daily Flow

(L/s)

Peaking

Factor

Peak Flow

(L/s)

Infiltration

Flow

(L/s)

Total Peak

Flow

(L/s)

0.76 4.00 3.05 0.19 3.24



Harmon Peak Factor:

Sanitary Design Flow:

Average Daily Flow = Average Daily Flow (L/cap./day)

* population / 86400

Average Flow (L/capita/d)

Design Parameters

275

Region of Niagara Development Charge Background

Study Appendix A




Domestic Sanitary Design Flow

Notes & References

Site Area:

Number of units:

Checked By:

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APPENDIX C

Stormwater Management Calculations

Project: 133 Main Street

Project No.: 863-5050Created By: JA

Checked By:Date: 4/25/2019

Updated: 4/25/2019

Storm Data:

Time of Concentration: Tc = 10 min

2 yr 603.3 6 0.79 67.49

5 yr 785.59 6 0.79 87.89

10 yr 953.64 7 0.79 101.70

25 yr 1119.02 7 0.79 119.34

50 yr 1301.8 8 0.8 128.92

100 yr 1426.13 8 0.8 141.23

Area

(ha)

Area

(m2)

C

0.63 6310 0.70

Area

(ha)

Area

(m2)

CWeighted

Average C

0.24 2423.78 0.25 0.09

0.41 4130.42 0.9 0.57

0.66 6554.2 - 0.66

Note:

Equations:

Actual Post - Development Conditions2

Land Use

Total Site

Assumed Post-Development Conditions1

Land Use

Pervious

Impervious

Total Site

1. Area and runoff coefficient based on assumed developmet in 133/137 Main Street East, Stormwater

Management Report (Lamarre Consulting Group Inc., April 2015)

2. Area and runoff coefficient based on Site Plan (KNYMH Inc. March 2019)

Per Niagara Peninsula

Conservation Authority:

Stormwater

Management

Guidelines: Appendix H

(March 2010)

Note:

Modified Rational Calculations - Input Parameters

Return Period A B CI

(mm/hr)

Grimsby

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • AIntensity

� � �

��

I:\800\863 - Movengo\5050-133 Main St\Design\Civil_Water\2019.02.14 Modified Rational Method

Project: 133 Main Street

Project No.: 863-5050Created By: JA

Checked By:Date: 4/25/2019

Updated: 4/25/2019

Return

PeriodQassumed

1Qproposed

2

2 yr 0.083 0.082

5 yr 0.109 0.106

10 yr 0.126 0.123

25 yr 0.148 0.144

50 yr 0.159 0.156

100 yr 0.175 0.171

Note:

Equations:

2. Peak flow based on Site Plan (KNYMH Inc. March 2019)

1. Peak flow based on area and runoff coefficient from assumed developmet in 133/137 Main Street East,

Stormwater Management Report (Lamarre Consulting Group Inc., April 2015)

Modified Rational Calculations - Peak Flows Summary

Peak Flows

(m3/s)

Peak Flow

Qpost = 0.0028 • Cpost • i(Td) • A

I:\800\863 - Movengo\5050-133 Main St\Design\Civil_Water\2019.02.14 Modified Rational Method

1

STORM WATER MANAGEMENT FEASIBILITY STUDY

PROPOSED RESIDENTIAL DEVELOPMENT 133 MAIN STREET EAST REAR TOWNHOUSE BLOCK GRIMSBY, ONTARIO

FEBRUARY 12, 2014

PREPARED BY

PREMIER ENGINEERING SOLUTIONS 3294 ALPACA AVENUE, MISSISSAUGA

ONTARIO, L5M 7V3

2

PREMIER ENGINEERING SOLUTIONS CIVIL ENGINEERS

STROM WATER MANAGEMENT FEASIBILITY STUDY PROPOSED RESIDENTIAL DEVELOPMENT

NELLES ROAD GRIMSBY, ONTARIO FEBRUARY 12, 2014

1.0 INTRODUCTION

The proposed residential development will be constructed on a residential lot, at rear of 133

Main Street East, Grimsby. The lot is fronting two streets, on the West side it fronts to Nelles

Road and the East side it fronts to Wentworth Drive. The area of the site is 0.431 ha. The

townhouses complex will comprise11 townhouses grouped into two segments. The existing site

is mostly open grass land with a few trees and shrubs on it. Along east border there is a row of

trees which will be remained after construction. Similar cedar row exists on the part of west side

of the area is to be maintained as well. The proposed development is surrounded by partly

residential development and plant production service on the east side.

The subject property is fully serviced by storm, sanitary and water. There is a 250 mm diameter

watermain, a 250 mm diameter sanitary sewer and a 300 mm storm sewer on Nelles Road. On

the East side, along Wentworth Drive all three services exist. The storm sewer size is 750mm,

the sanitary is 250mm and the water is 250mm. After discussion with the Town it was agreed to

connect proposed sanitary along Nelles Road, the proposed storm will be connected at

Wentworth Drive and proposed water will be connected to existing water mains along both the

streets. sewer.

The purpose of this report is to review the availability of storm, sanitary and water services and

to present a viable solution for Stormwater Management for the proposed development. The

Town requires the 100 year storm runoff from the proposed site to be controlled to 5 year pre-

development flow.

3

SATELLITE IMAGE OF THE SUBJECT SITE AND IT'S SERROUNDING AREA

4

2.0 EXISTING DRAINAGE

The runoff from the east part of the site flows in the east/north direction whereas on the west part

flows in the west direction. The water form east/north part discharges ultimately into Wentworth

Drive drainage system and from west part into Nelles Road drainage system.

3.0 STORM WATER MANAGEMENT CRITERIA AND METHODOLOGY

Following design criteria and methodology had been adopted.

Pre development runoff coefficient to be adopted for the allowable release rate

Return Period for allowable storm runoff rate from the site= 5 Year

Return Period for Overland flow from the site= 100 Year

Stormwater quantity issue to be addressed through the implementation of temporary runoff

detention on the site.

4.0 PROPOSED STORM DRAINAGE SCHEME

The proposed storm drainage scheme is summarized as follows:

Accomplishment of a minor/major drainage system consisting respectively of an on site storm

drainage system and overland flow route.

Limit runoff rate from the site to less than equal to the 5-Year release rate for all design storms

up to the 100-Year storm with the implementation of detention facilities.

Installation of storm water quality treatment unit.

4.1 PROPOSED MINOR STORM DRAINAGE SCHEME

The proposed storm sewer system within the site has been designed using formula for 5 year

return storm. The site will be serviced by serviced by a minor drainage system consisting of a

network of catchbasins connected to on-site storm sewers. The Storm Design Sheet is shown in

Appendix A1.

5

4.2 PROPOSED MAJOR STORM DRAINAGE SCHEME

The site will be graded such that runoff in excess of the allowable release rate will be

temporarily detained on the site in the super pipes and the detention pond. A major storm flow

in excess of the storage capacity will be directed towards Wentworth Drive and Nelles Road.

5.0 QUANTITY CONTROL

5.1 WEIGHTED RUNOFF COEFIFICIENT FOR THE PRE-DEVELOPMENT AREA

As discussed in section 2.0, the storm runoff from the site is discharging through sheet flow

towards Nelles Road and Wentworth. Therefore the site has been divided into two zones, namely

Area A1 and Area2. The drainage areas and their runoff coefficient have been depicted in the

schematic drawing(see Appendix A2)

In the table below have been shown existing land use and its areas and runoff coefficients for

Areas A1 and Area2.

5.1.1 Runoff Coefficient For Area 1 (Wentworth Drive)

Exist Land Use

Area (m2)

Runoff Coefficient

Area x Run off

Coefficient

Grass area

2530

0.25

632.5

Total Area 2530 632.5

Pre-Development Runoff Coefficient =632.5/2530 =0.25

5.1.2 Runoff Coefficient For Area 2 (Nelles Road)

Exist Land Use

Area (m2)

Runoff Coefficient

Area x Run off

Coefficient

Grass area

1715

0.25

428.75

Paved areas

65

0.90

58.5

Total site 1780 487.25

6

Pre - Development Composite Runoff Coefficient = 487.25/1780 =0.274

5.2 WEIGHTED RUNOFF COEFIFICIENT FOR THE POST-DEVELOPMENT AREA In the table below have been shown proposed land use and its areas and runoff coefficients. For Post Development Drainage plan refer to Appendix A3.

Exist Land Use

Area (m2)

Runoff Coefficient

Area x Run off

Coefficient

West units

676

0.90

608

North units 676 0.90 608

Paved areas

1468

0.90

1321

Landscale

1490

0.25

373

Total site 4310 2910

Post Development Composite Runoff Coefficient = 2910/4310 =0.68

5.3 ALLOWABLE STORM RUNOFF RELEASE RATE

As mentioned in section 1.0, the on-site drainage system will be connected to the existing

storm sewer on Wentworth. The allowable release rate will be such that it will not increase

more than the 5 year pre-development runoff from Area A1.

Area of the site = 0.253 hectares

Runoff coefficient = 0.25

From the area and runoff coefficient, estimated allowable release rate form the site will be

calculated as follows:

7

Allowable runoff rate = 2.78CIA

Estimated time of concentration = 10 min.

Runoff coefficient = 0.25

Rainfall intensity (5 year storm) = 785.59/(t+6)0.79

= 785.59/(10+6)0.79

= 87.89 mm/hr

Allowable estimated release rate = 2.78x0.25x87.89x0.253 = 15.45 L/sec

5.3 STORAGE VOLUME

Spreadsheet calculations have been used to determine the detention volume requirements when

the post development flow from the area is controlled to get the overall discharges from the

site to allowable release rate.

The release rate from the parking area will be difference of the controlled release rate from the

site and the roof discharges.

Release rate from the site =15.45 L/sec

The storage volume calculations have been shown in Appendix B1. The volume required for

storage is 88.93 m3. This volume will be detained in a super pipe of 750 diameter size and

other smaller size storm sewers along with a detention pond at the rear of Block A ( See Dwg

NELLES-GSP-001).

5.3.1 SUPER PIPE STORAGE

Detention Volume = [Length of 750mm super-pipe x cross sectional area of the pipe]

Length of 750 pipe = [55 + 27 + 65.6]

= 147.6m

Cross sectional Area = 0.7854x0.752

=0.4417m2

Volume of Detained Water = 147.6 x 0.4417

= 65.19m3

Detention Volume in 450mm pipe

=[Length of 450mm pipe x cross sectional area of the pipe]

Length of the 450mm pipe =[28 + 30.5]

=58.5m

8

Cross sectional Area of the Pipe= 0.7854x0.452

=0.159m

2

Volume of Detained Water = 58.5 x 0.159

= 9.3m3

Total Volume Stored in the Pipes= 65.19 + 9.3

=74.49m3

5.3.2 DETENTION POND STORAGE

As the total storage required is 88.93m3, the remaining volume (88.93-74.49 = 14.03) will be detained in

the proposed pond at the rear of Block ‘A’ (see the Site Servicing Drawing)

Detention Volume in the pond:

Length of the pond = 57.8m

Max depth = 0.3m

Minimum depth =0.15

Flat width =0.5m

Slope width =0.9m

Volume of the pond =[(0.3+0.15)/2x0.75 + (0.3+0.15)/4x0.9]x57.8

=[0.165 + 0.10] x 57.8

=0.265 x 57.8

=15.3m3

5.3.3 TOTAL STORAGE VOLUME

The total storage volume will be sum of storage volume in pipes and the detention pond.

Total Storage volume = 74.49 + 15.3

=89.79m3 > 88.93 O.K.

5.4 QUANTITY CONTROL UNIT

After going through a several trials for a suitable orifice pipe for the required discaharge and head available, we found that the standard sizes of PVC pipes cannot be proposed for the required conditions. Therefore, alternatively we are proposing Vortex valve of Model for the required control flow. Design details will be submitted with the detailed design submission

6.0 QUALITY CONTROL

9

To provide storm water quality control as required by the Town, the Model STC750 (or approved equal) is recommended for the proposed development. This Model is expected to treat 98% runoff annually and facilitate 84% annual TSS removal. The proposed storm water treatment facility will be maintained by the owner as per manufacturer recommendations. Removal efficiency sheet is attached in Appendix C.

7.0 GRADING AND OVERLAND FLOW

Grading will be designed in such a way that the runoff will be contained within the site. Overland 100 year storm flow will be directed towards Wentworth Drive site on the north and Nelles Road on the west.

8.0 CONCLUSION

The study shows that Stormwater Management scheme for 100 year storm can be implemented for the site without surcharging existing drainage system by construction of underground infiltration trench, installing super pipes and orifice to control flow from super pipe to existing drainage system in Wentworth Drive. The lot grading will be designed in such a way that storm water will not flow to adjacent properties. Overland flow will be directed to the site access in the north/east and west side of subject land. The proposed storm water management and drainage scheme will prevent erosion and flooding and will provide necessary control and adequate storm water detention facility. The proposed quality control system will provide required TSS removal from the flow and prevent any adverse influence to the existing drainage system. Prepared By: Muhammad Ismail P.Eng.





FIGURES

jatherton

Polygonal Line

jatherton

Rectangle

jatherton

Line

jatherton

Text Box

FIGURE 1: ASSUMED POST-DEVELOPMENT DRAINAGE 133 MAIN STREET, TOWN OF GRIMSBY CFCA PROJECT No: 863-5050 MAY 3, 2019 BY: JA

T

KEY PLANSCALE: N.T.S.

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