468-476 James St. N, HAMILTON...IBI GROUP FUNCTIONAL SERVICING REPORT 468-476 JAMES ST. N, HAMILTON Prepared for JvN Developments February 22, 2018 2 2 Existing Site Conditions The

Functional Servicing Report JvN Developments

468-476 James St. N, HAMILTON

Prepared for JvN Developments

by IBI Group

February 22, 2018

IBI GROUP FUNCTIONAL SERVICING REPORT

468-476 JAMES ST. N, HAMILTON


February 22, 2018 0

Contents

1 Introduction .............................................................................................................. 1

2 Existing Site Conditions ......................................................................................... 2

2.1 Roads ............................................................................................................ 3

2.2 Sidewalks ...................................................................................................... 3

2.3 Sanitary Sewers ............................................................................................ 3

2.4 Watermains ................................................................................................... 3

2.5 Utilities........................................................................................................... 3

2.6 Storm Sewers ............................................................................................... 3

2.7 Grading ......................................................................................................... 3

3 Proposed Development ........................................................................................... 3

4 Proposed Conditions .............................................................................................. 3

4.1 Roads ............................................................................................................ 4

4.2 Grading ......................................................................................................... 4

4.3 Sanitary Sewers ............................................................................................ 4

4.4 Water mains .................................................................................................. 4

4.5 Storm Water Drainage and Management ..................................................... 4

4.6 Overland flow ................................................................................................ 6

4.7 Utilities........................................................................................................... 6

5 Conclusion ............................................................................................................... 6

Figures Figure 1.1: Project Location .............................................................................................. 1

Figure 2.1: Existing Condition .......................................................................................... 2

Appendices Appendix A: Preliminary Grading and Servicing Plan

Appendix B: Wastewater Demand Analysis Appendix C: Water Demand Analysis Appendix D: Hydrant Flow Test Results (Provided by Jackson Waterworks) Appendix E: Storm Drainage Area plans (Ex. and Prop. Conditions) Appendix F: MIDUSS V2 Modeling results (Ex. and Prop. Conditions) Appendix G: City of Hamilton Engineering Comments




February 22, 2018 1

1 Introduction

IBI Group has been retained by JvN Developments to prepare a Functional Servicing Report

(FSR) for the development of an eight-storey, 93 unit multi-use residential and commercial

building. The site is located at 468-476 James St. N., Hamilton.

The site is currently occupied by a two-storey, residential dwelling, and a two-storey, commercial

unit. These buildings will be demolished prior to the construction of the proposed building.

Please refer to Figure 1.1 below for the location of the proposed development.

(Source: maps.google.ca/)

Figure 1.1: Project Location

This report addresses how existing infrastructure can be utilized to service the proposed

redevelopment according to current design requirements of applicable agencies and the

municipality.

N

Subject Lands




February 22, 2018 2

2 Existing Site Conditions

The subject lands have an area of approximately 0.165ha of which under its previous use

consisted of a two-storey, multi-family residential dwelling and a two-storey, commercial unit.

The buildings had a large rear asphalt parking lot which is accessible via Ferrie St. E. The

residential dwelling featured a small, fenced in backyard. Both buildings fronted directly onto the

municipal sidewalk on James St. N. The buildings have since been removed and the site has

been cleared. For the sake of this report, the existing site conditions will refer to the existing

conditions during the previous use of the site.

The site is bound by a three-storey, residential building to the north and single-family dwellings

to the east. The site is bound by Ferrie St. E. to the south and by James St. N. to the west.

Under existing conditions, the site was approximately 90% impervious, see Figure 2.1. The

lands are mostly flat and slope to the south and west sides of the site.

(Source: maps.google.ca)

Figure 2.1: Existing Condition

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February 22, 2018 3

2.1 Roads

James St. N. fronts the west side of the site while Ferrie St. E. fronts the south side of the site.

The existing parking lot was accessible only via Ferrie St. E.

2.2 Sidewalks

A municipal sidewalk exists along both sides of James St. N. and Ferrie St. E. fronting onto the

property.

2.3 Sanitary Sewers

There is an existing 300mm dia. combined sewer on Ferrie St. E. under the centerline of the

road. The sewer connects at a manhole on James St. N and continues north as a 250mm dia.

sanitary sewer. A 1650mm dia. trunk combined sewer fronts the site on Ferrie St. E. conveying

sanitary flow east.

2.4 Watermains

There is an existing 150mm dia. watermain along the south side Ferrie St. E. There is also an

existing 300mm dia. watermain on James St. N.

2.5 Utilities

The subject site is abutting a fully urbanized roadway, James St. N. Electricity, natural gas,

telephone and cable services are present.

2.6 Storm Sewers

An existing 750mm dia. reinforced concrete pipe fronts the site on James St. N.

2.7 Grading

The parking lot on the site was gently sloped from the north-east corner towards both Ferrie St.

E. and James St. N. Overland flow from the site was directed both Ferrie St. E. and James St. N.

3 Proposed Development

JvN Development intents to build an eight-storey, multi-use residential and commercial building

with underground parking. The main floor will have four commercial units totaling an area of

422m2, five two-storey live-work units with totaling an area of 241m2. Additionally, the main floor

provides access to the lobby and common amenity for the residential units above. The second to

eighth floors will have a maximum of 93 single-storey residential units which will be flexible in

unit size and layout.

4 Proposed Conditions

The proposed redevelopment application at the official plan and zoning by-law amendment

phase requires a review of the grading, drainage, sewers, water, and the provision for other

utilities. A preliminary review of each of these components is provided to determine the general




February 22, 2018 4

design requirements which will need to be addressed in a future, detailed engineering

submission.

4.1 Roads

The proposed development will be accessible by Ferrie St. E., as was the case under the

existing conditions.

4.2 Grading

The site will be graded to capture site runoff on site. The emergency overland flow route will be

directed out towards Ferrie St. E. See Appendix A for preliminary grading and servicing plan.

4.3 Sanitary Sewers

Analysis has been completed to demonstrate that the proposed redevelopment will produce an

anticipated peak sanitary flow of 6.18 L/s; refer to Appendix B for wastewater demand

calculations.

4.4 Water mains

Based on estimated fixture quantities we anticipate a maximum domestic flow of 4.4L/s; see

Appendix C for water demand calculations.

Hydrant flow testing was performed by Jackson Waterworks on August 3rd, 2017 at 8:15 and

8:45am. Tests were performed on the hydrants nearest to the subject lands on Ferrie St. and on

James St. N. The results indicated a theoretical flow at 20psi of 274.8 L/s on Ferrie St. and

344.5 L/s on James St., see Appendix D for results.

Using the method outlined in the Fire Underwriters Survey, Part II, the development was

analyzed and the minimum required fire flow at 20psi was found to be 183.3 L/s; see Appendix

C for calculations. As this minimum anticipated fire flow is less than the available hydrant test

flow, it is possible for the building to have adequate fire flow protection.

4.5 Storm Water Drainage and Management

The City has indicated that under post-development conditions storm water quantity shall be

managed during the 100-year storm event to match the 2-year pre-development conditions. To

achieve this, the below strategy is proposed to capture storm water runoff utilizing rooftop

storage and an underground storage tank before controlling the released flow to the municipal

sewer network. There is an available 750mm diameter storm relief sewer along James St.

fronting the site which is the designated outlet for the site. The City has also indicated that no

storm water quality control is necessary for the development. See Appendix G for City

comments on storm water management.

See Table 1 below for a summary of the catchment area summary for the pre and post-

development site conditions. Also see Appendix E for the storm drainage area plans for the

existing lands under the pre and post-development conditions.




February 22, 2018 5

The surface parking area of the development will be graded such that runoff is directed into the

internal storm system where it will confluence with the runoff collected on the rooftop and is

directed to the underground detention tank. The rooftop shall be equipped with four, Watts

Accutrul RD-100 roof drains to control runoff. The underground tank will require 12.45m3 of

storage and have a 100mm diameter orifice plate on its outlet which will control the release rate

to meet City requirements. See Table 2 for the stage-storage relationship for the rooftop and

underground storage areas.

We have analyzed the existing site conditions and the proposed management strategy using

MIDUSS v.2. The release rate under the proposed conditions has been controlled to 0.031m3/s

which is less than the site runoff of 0.033m3/s under existing condition; see summary of the

result below in Table 3 as well as complete modeling results in Appendix F. With the above

measures in place, the site storm water runoff can be controlled during the 100-year to match

pre-development 2-year runoff conditions.

Catchment Description % Imperv. Area (ha)

Flow

Length

(m)

Slope (%)

100 Drainage to Ferrie St. 93% 0.094 10 2.0%

101 Drainage to James St. 88% 0.074 5 2.0%

200 Rooftop 100% 0.100 5 2.0%

201 Surface Parking Area 100% 0.068 5 2.0%

Proposed Conditions

Existing Site Conditions

Rooftop Underground Tank

Depth of

Storage

(m)

Volume

(m3)

Discharge

(m3/s)

Depth of

Storage

(m)

Volume

(m3)

Discharge

(m3/s)

0.00 0.00 0.0000 0.00 0.00 0.0000

0.02 0.05 0.0020 0.25 1.31 0.0087

0.04 0.43 0.0040 0.50 2.63 0.0136

0.06 1.44 0.0061 0.75 3.94 0.0171

0.08 3.41 0.0081 1.00 5.25 0.0200

0.10 6.67 0.0101 1.25 6.56 0.0226

0.12 11.52 0.0121 1.50 7.88 0.0248

0.14 18.29 0.0141 1.75 9.19 0.0269

0.16 27.31 0.0162 2.00 10.50 0.0289

2.25 11.81 0.0307

2.50 13.13 0.0324<- 100-year level

2.37m, 12.45m3

<- 100-year level

0.15m, 23.9m3

Table 1: Catchment Area Summary

Table 2: Storage System Stage-Storage-Discharge Relationship




February 22, 2018 6

4.6 Overland flow

The site’s emergency overland flow will route will be out towards Ferrie St. E.

4.7 Utilities

We anticipate the development can be serviced given that the existing site is currently supplied

with electricity, natural gas, telephone and cable services.

5 Conclusion

Based on the components reviewed in this Functional Servicing Report, we recommend that the

city of Hamilton accept this report as a review of the required servicing, storm water

management, and utility requirements indicating that this development is currently serviceable

according to all current design standards.

We trust that this report sufficiently provides a review of the servicing requirements for this

proposed development. However, should you have any questions or require additional

information, please do not hesitate to contact us.

Respectfully submitted,

IBI Group

John Iezzi, P.Eng.

Pre-Development

Conditions

2-year storm event

Post-Development

Conditions

100-year storm event

Change in of

Release Rate

Release Rate

(m3/s)0.033 0.031 -0.002

Table 3: Summary of Release Rates

APPENDIX A: PRELIMINARY GRADING AND SERVICING PLAN

MARCH 2018

VISITOR PARKING VISITOR PARKING VISITOR PARKING

KEY MAP - N.T.S.

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LAST SAVED BY:Chloe.Cao, Friday, March 02, 2018 10:55:51 AM PLOTTED BY:Chloe Cao Friday, March 02, 2018 11:13:08 AM

DRAWING ISSUE RECORD

# DATE BY DESCRIPTION

NOT FOR CONSTRUCTION

B.ENTERCCAODESIGN BY:

APPROVALS

CITY OF HAMILTON

JvN DEVELOPMENTS

CHECKED BY:

FILE NUMBER:

LEGEND

SHEET NUMBER:

GP

1 0 1 4

1:100

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(m)

CCAODRAWN BY: 2017-08-01DATE:

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112482

468-474 JAMES STREET NORTH

BENCHMARK

ELEVATION = 85.483m

ELEVATIONS ARE GEODETIC AND ARE DERIVED FROM THE CITY OF

HAMILTON BENCHMARK No.0011965U666, ALSO KNOWN AS

00165U666, 65U666, CITY 176, VANO.

NORTHWEST CORNER OF INTERSECTION OF MACAULEY STREET.

PLATE IN SOUTH BRICK WALL.

1.82m FROM SOUTHWEST CORNER.

SOURCE:

TOPOGRAPHIC INFORMATION PROVIDED BY SPEIGHT, VAN

NOSTRAND @ GIBSON LIMITED DATED 2017-08-11.

IBI GROUP

200 East Wing-360 James Street North

Hamilton ON L8L 1H5 Canada

tel 905 546 1010 fax 905 546 1011

ibigroup.com

PRELIMINARY GRADING &

SERVICING PLAN

N

SUBJECT

LANDS

APPENDIX B: WASTE WATER ANALYSIS

MARCH 2018

Project: 468-474 James St.

File No: 112482

Date: 20-Feb-18

Sheet By: JI

Checked By: BE

REQUIREMENT

Maximum Daily Flow

Site Area 0.168 ha

Building Type

2-Bedroom Dwelling 93Daily Design Sanitary Flow per

2-Bedroom Dwelling1

1100 L/Dwelling/day

Total 102300 L/day

and,

Storefront area 241 m2

Daily Design Sanitary Flow per

1.0m2 of floor area

15

L/m2 of floor

area/day

Total 1205 L/day

Storefront area 422 m2

Daily Design Sanitary Flow per

1.0m2 of floor area

15

L/m2 of floor

area/day

Total 2110 L/day

Dry Weather Flow2 = 105615 l/day

= 105.62 m3/day

= 1.22 l/s

Equivalent Population = 293.38 persons (at 360L/day/person2)

Peaking Factor2 = 5

Equivalent Population Density = 1744 ppha

Infiltration Allowance2 = 0.40 L/s/ha

= 0.07 L/s

Design Flow2 = 6.18 L/s

1

2

Sanitary Flow Review

Design Flow = Average Dry Weather Flow X Average Peak Wastewater Flow Factor + Infiltration Allowance

Residential

Units

Ontario Building Code Part 8 - Table 8.2.1.3.A

City of Hamilton Engineerging Guidelines for Servicing Land Under Development Applications Part 2.4.2.4

Commercial Space

(Main Floor)

Live-Work Units

APPENDIX C: WATER ANALYSIS

MARCH 2018

Domestic Water Flow Review

Project: 468-476 James St. N., Hamilton

File No: 112482

Date: 20-Feb-18

Sheet By: JI 93

Checked By: BE 5

Housing Residence

Fixture

(Private use unless otherwise stated)

Total

Fixtures

Total Proposed

Fixture Units

Bathroom Group with Flush Tank (6 LPF Flush) 93 334.8

Domestic Clothes Washer (3.5 kg) 93 186

Domestic Dishwasher 92 128.8

Sink - (kitchen prep 8.3L/min or less) 93 130.2

Retail Stores (Public use)

Bathroom Group with Flush Tank (6 LPF Flush) 15 54

Sink - (kitchen prep 8.3L/min or less) 5 20

Domestic Clothes Washer (6.8kg) 0 0

Total 874.8

Maximum Water Demand Proposed = 58.0 usgpm Imperial (AWWA Manual Ch. 4)

= 4.4 L/s

Max. Single Units

Retail Units

Fixture Units per

Fixture (OBC

Table 7.6.3.2)

Fixure quantities are preliminary, to be

confirmed during detailed design.

3.6

2.0

1.4

1.4

4.0

3.6

4.0

Fire Flow Review

Project: 468-476 James St. N., Hamilton

File No: 112482

Date: 28-Feb-17

Sheet By: JI

Checked By: BE

Required Fire Flow

Formula F = 220 * C √ A (Part II, Fire Underwriters Survey, 1999)

AssumptionsAll units one fire area, Fire

Resistive frame construction

Subject Floor Area 1110.0 m2

Floor Area Above 1110.0 m2

Floor Area Below 1110.0 m2

Shared Walls 0 ea.

North Separation* 3.0 m

North Adjustment 25%East Separation* 7.5 m

East Adjustment 20%South Separation* 26.0 m

South Adjustment 10%West Separation* 22.0 m

West Adjustment 10%Occupancy Fire Hazard Adjustment -15%

A = 3330 m2

C = 0.6 (0.60 for fire resistive construction)

F = 7617.21 l/min

Rounded F = 8000 l/min

Adjustmented due to Occupancy Fire Hazard F = 6800

Interior Firewall Adjustment 0 (10% per unpeirced party wall)

Exposure Adjustment 4420 (see Separation Table)

Sprinkler Adjustment (sprinkler system not needed to satisfy FUS)

Adjusted F = 11000.0

Required Fire Flow = 183.3 l/s

(@20psi theoretical) 2906 gal(US)/min

Available flow on Ferrie St. W.* 274.8 l/s

4356 gal(US)/min

Available flow on James St.* 344.5 l/s

5460 gal(US)/min

Notes: Separation Table

From To Charge

*9999 denotes nearest building > 45m away, 0 3 25%

3.1 10 20%

10.1 20 15%

20.1 30 10%

30.1 45 5%

SeparationAll calculations and factors from "Water Supply for Public Fire Protection"

by the Fire Underwriters Survey, 1999

refer to exposure Figure 1.

*Testing done by Jackson Waterworks at

8:15am and 8:45am on August 3rd, 2017

VISITOR PARKINGVISITOR PARKING VISITOR PARKING

FILE:J:\112482_468-474James\5.9 Drawings\59civil\current\112482-Fire Separation Figures.dwg LAYOUT:Exposure Distances

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SCALE

PROJECT No.

DATE

N.T.S.

MARCH 1, 2018

112482

FIGURE 1

IBI GROUP



tel 905 546 1010 fax 905 546 1011

ibigroup.com

EXPOSURE DISTANCES

APPENDIX D: HYDRANT FLOW TESTING RESULTS

MARCH 2018

.

Rayanne

360 James Street North, Suite 200, East WingHamilton Ontario L8L 1H5

IBI Group

Trusting this meets with your approval, we are...

Yours truly,

Mark SchmidtJackson Waterworks

Jackson Waterworks has recently completed fire hydrant flow testing at 468 James Street North in Hamilton.

We define the Test Hydrant as the one being flowed, and the Base Hydrant as the one where static andresidual pressures are recorded. Wherever possible, we inspect the secondary valve for the Test Hydrant tomake sure it is in the fully open position. Likewise, we count the number of turns needed to open the TestHydrant (to make sure it is opening completely). Neither of the secondary valves for the Test Hydrants couldbe inspected at the time of testing.

Testing was completed in accordance with NFPA 291 guidelines.

There were no irregularities to report.

04 August 2017

Ms. Ward-Bishun

APPENDIX E: EXISTING AND PROPOSED STORM DRAINAGE AREA PLANS

MARCH 2018

KEY MAP - N.T.S.

FILE:J:\112482_468-474James\5.9 Drawings\59civil\current\112482E.dwg LAYOUT:SWM EX.

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APPROVALS

CITY OF HAMILTON

JvN DEVELOPMENTS

CHECKED BY:

FILE NUMBER: SHEET NUMBER:

GP

2 01 2 6

1:150

4

(m)


SCALE

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112482

PRELIMINARY GRADING PLAN


BENCHMARK

ELEVATION = 85.483m



00165U666, 65U666, CITY 176, VANO.




SOURCE:



LEGEND

IBI GROUP



tel 905 546 1010 fax 905 546 1011

ibigroup.com

N

SUBJECT

LANDS

VISITOR PARKING VISITOR PARKING VISITOR PARKING

KEY MAP - N.T.S.

FILE:J:\112482_468-474James\5.9 Drawings\59civil\current\112482E.dwg LAYOUT:SWM PROP.

LAST SAVED BY:John.iezzi, Friday, March 02, 2018 8:39:29 AM PLOTTED BY:Chloe Cao Friday, March 02, 2018 10:19:15 AM





APPROVALS

CITY OF HAMILTON

JvN DEVELOPMENTS

CHECKED BY:

FILE NUMBER: SHEET NUMBER:

GP

2 01 2 6

1:150

4

(m)


SCALE

N

CO

NS

TR

UC

TIO

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OR

TH

112482

PRELIMINARY GRADING PLAN


BENCHMARK

ELEVATION = 85.483m



00165U666, 65U666, CITY 176, VANO.




SOURCE:



LEGEND

D

R

A

F

T

IBI GROUP



tel 905 546 1010 fax 905 546 1011

ibigroup.com

N

SUBJECT

LANDS

APPENDIX F: MIDUSS V2.25 MODELING ANALYSIS

MARCH 2018

" MIDUSS Output ----------------------------------------------->"

" MIDUSS version Version 2.25 rev. 473"

" MIDUSS created Sunday, February 07, 2010"

" 10 Units used: ie METRIC"

" Job folder: \\tsclient\J\112482_468-474James\"

" 5.0 Design (Work) Phase\SWM\Miduss"

" Output filename: 002yr-Existing1.out"

" Licensee name: Windows XP Mode"

" Company "

" Date & Time last used: 2/28/2018 at 9:05:32 AM"

" 31 TIME PARAMETERS"

" 5.000 Time Step"

" 180.000 Max. Storm length"

" 1500.000 Max. Hydrograph"

" 32 STORM Chicago storm"

" 1 Chicago storm"

" 646.000 Coefficient A"

" 6.000 Constant B"

" 0.781 Exponent C"

" 0.400 Fraction R"

" 180.000 Duration"

" 1.000 Time step multiplier"

" Maximum intensity 99.290 mm/hr"

" Total depth 32.724 mm"

" 6 002hyd Hydrograph extension used in this file"

" 33 CATCHMENT 100"

" 1 Triangular SCS"

" 1 Equal length"

" 1 SCS method"

" 100 Existing Lands to Ferrie St."

" 93.000 % Impervious"

" 0.094 Total Area"

" 10.000 Flow length"

" 2.000 Overland Slope"

" 0.007 Pervious Area"

" 10.000 Pervious length"

" 2.000 Pervious slope"

" 0.087 Impervious Area"

" 10.000 Impervious length"

" 2.000 Impervious slope"

" 0.250 Pervious Manning 'n'"

" 75.000 Pervious SCS Curve No."

" 0.165 Pervious Runoff coefficient"

" 0.100 Pervious Ia/S coefficient"

" 8.467 Pervious Initial abstraction"

" 0.015 Impervious Manning 'n'"

" 98.000 Impervious SCS Curve No."

" 0.827 Impervious Runoff coefficient"

" 0.100 Impervious Ia/S coefficient"

" 0.518 Impervious Initial abstraction"

" 0.019 0.000 0.000 0.000 c.m/sec"

" Catchment 100 Pervious Impervious Total Area "

" Surface Area 0.007 0.087 0.094 hectare"

" Time of concentration 14.763 1.191 1.391 minutes"

" Time to Centroid 122.559 90.290 90.767 minutes"

" Rainfall depth 32.724 32.724 32.724 mm"

" Rainfall volume 2.15 28.61 30.76 c.m"

" Rainfall losses 27.333 5.656 7.173 mm"

" Runoff depth 5.391 27.068 25.551 mm"

" Runoff volume 0.35 23.66 24.02 c.m"

" Runoff coefficient 0.165 0.827 0.781 "

" Maximum flow 0.000 0.019 0.019 c.m/sec"

" 40 HYDROGRAPH Add Runoff "

" 4 Add Runoff "

" 0.019 0.019 0.000 0.000"

" 33 CATCHMENT 101"

" 1 Triangular SCS"

" 1 Equal length"

" 1 SCS method"

" 101 Existing Lands to James St."


" 0.074 Total Area"



















" 0.014 0.019 0.000 0.000 c.m/sec"








" Runoff depth 5.371 26.416 23.891 mm"

" Runoff volume 0.48 17.20 17.68 c.m"




" 4 Add Runoff "

" 0.014 0.033 0.000 0.000"

" MIDUSS Output ----------------------------------------------->"

" MIDUSS version Version 2.25 rev. 473"

" MIDUSS created Sunday, February 07, 2010"

" 10 Units used: ie METRIC"

" Job folder: \\tsclient\J\112482_468-474James\"

" 5.0 Design (Work) Phase\SWM\Miduss"

" Output filename: 100yr-Prop-Rooftop5.out"

" Licensee name: Windows XP Mode"

" Company "

" Date & Time last used: 3/2/2018 at 10:14:31 AM"

" 31 TIME PARAMETERS"

" 5.000 Time Step"

" 180.000 Max. Storm length"

" 1500.000 Max. Hydrograph"

" 32 STORM Chicago storm"

" 1 Chicago storm"

" 2317.400 Coefficient A"

" 11.000 Constant B"

" 0.836 Exponent C"

" 0.400 Fraction R"

" 180.000 Duration"

" 1.000 Time step multiplier"

" Maximum intensity 228.222 mm/hr"

" Total depth 86.135 mm"

" 6 100hyd Hydrograph extension used in this file"

" 33 CATCHMENT 200"

" 1 Triangular SCS"

" 1 Equal length"

" 1 SCS method"

" 200 Rooftop"


" 0.100 Total Area"



















" 0.054 0.000 0.000 0.000 c.m/sec"








" Runoff depth 36.678 73.663 73.663 mm"

" Runoff volume 0.00 73.66 73.66 c.m"




" 4 Add Runoff "

" 0.054 0.054 0.000 0.000"

" 54 POND DESIGN"

" 0.054 Current peak flow c.m/sec"

" 0.020 Target outflow c.m/sec"

" 73.7 Hydrograph volume c.m"

" 11. Number of stages"

" 0.000 Minimum water level metre"

" 0.200 Maximum water level metre"

" 0.000 Starting water level metre"

" 0 Keep Design Data: 1 = True; 0 = False"

" Level Discharge Volume"

" 0.000 0.000 0.000"

" 0.02000 0.00202 0.05333"

" 0.04000 0.00404 0.4267"

" 0.06000 0.00606 1.440"

" 0.08000 0.00808 3.413"

" 0.10000 0.01010 6.667"

" 0.1200 0.01212 11.520"

" 0.1400 0.01413 18.293"

" 0.1600 0.01615 27.307"

" 0.1800 0.01817 38.718"

" 0.2000 0.02019 50.718"

" 1. ROOFTOP"

" Roof area Store area Area/drain Drain flow Roof slope"

" hectare hectare sq.metre L/min/25mm g H:1V"

" 0.100 0.060 300.000 75.720 50.000"

" Using 2 roofdrains on roofstorage area of 600. square metre"

" Peak outflow 0.015 c.m/sec"

" Maximum level 0.153 metre"

" Maximum storage 23.940 c.m"

" Centroidal lag 1.702 hours"

" 0.054 0.054 0.015 0.000 c.m/sec"

" 40 HYDROGRAPH Next link "

" 5 Next link "

" 0.054 0.015 0.015 0.000"

" 33 CATCHMENT 201"

" 1 Triangular SCS"

" 1 Equal length"

" 1 SCS method"

" 201 Parking Lot"


" 0.068 Total Area"



















" 0.037 0.015 0.015 0.000 c.m/sec"








" Runoff depth 36.678 73.663 73.663 mm"

" Runoff volume 0.00 50.09 50.09 c.m"




" 4 Add Runoff "

" 0.037 0.049 0.015 0.000"

" 54 POND DESIGN"

" 0.049 Current peak flow c.m/sec"

" 0.031 Target outflow c.m/sec"

" 123.7 Hydrograph volume c.m"

" 11. Number of stages"

" 0.000 Minimum water level metre"

" 2.500 Maximum water level metre"

" 0.000 Starting water level metre"

" 0 Keep Design Data: 1 = True; 0 = False"

" Level Discharge Volume"

" 0.000 0.000 0.000"

" 0.2500 0.00872 1.313"

" 0.5000 0.01357 2.625"

" 0.7500 0.01709 3.938"

" 1.000 0.02001 5.250"

" 1.250 0.02255 6.563"

" 1.500 0.02483 7.875"

" 1.750 0.02692 9.188"

" 2.000 0.02886 10.500"

" 2.250 0.03067 11.813"

" 2.500 0.03238 13.125"

" 1. ORIFICES"

" Orifice Orifice Orifice Number of"

" invert coefficie diameter orifices"

" 0.000 0.630 0.1000 1.000"

" Peak outflow 0.031 c.m/sec"

" Maximum level 2.371 metre"

" Maximum storage 12.450 c.m"

" Centroidal lag 1.674 hours"

" 0.037 0.049 0.031 0.000 c.m/sec"

APPENDIX G: CITY STORM WATER MANAGEMENT COMMENTS

MARCH 2018

Planning and Economic Development Department

Memorandum

Date: February 17, 2017

To:

Cameron Thomas, Senior Planner Development Planning Section

From:

Saleem Sial Development Co-ordinator Development Engineering Section

File No: FC-17-027

Subject: 468 and 476 James Street N, Hamilton

We have reviewed the above noted application attached to your letter dated January 27, 2017 to develop a new 6 to 8 storey mixed use building consisting of ground floor commercial (667 sq.m. of GFA) and up to 7 floors for residential use comprised of 83 apartment units of various sizes. The proposed building would provide parking below grade consisting of 25 spaces. A 6 storey option is also proposed that would consist of 60 apartment units above the commercial floor. An application for OPA and ZBA will be required to implement the proposal. We provide the following comments: Documents Provided:

Site Plan, Ground Floor Plan by SVN., dated January 04, 2017; Information:

There are existing 300 mm watermain along James Street and 150 mm watermain along Ferrie Street in front of the properties.

A combined system is available: there is one 250 mm, 0.9% sanitary sewer running along James St N at the frontage of these properties and a 1650 mm, 1.5% sanitary sewer running westerly along Ferrie Street East close to the subject properties. In addition, there is one more 300mm, 0.4% combined sewer along Ferrie Street East at the properties

The site is in combined sewer shed. There is a 750mm storm relief sewer along James Street fronting the site, which is the designated outlet for the site.

Comments:

1. James Street is classified as a major arterial. Existing Road allowance is

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20.6 m. Road widening will be required on future development application. The basic maximum right-of-way widths for major arterial roads shall be 45.720 metres

2. A 9.14 m x 9.14 m daylight triangle is required at the intersection of James Street and Ferrie Street.

3. With zoning application the applicant is required to submit a Functional Servicing Report (FSR), signed and sealed by a Professional Engineer, outlining how sanitary servicing, water and storm services will be provided for this application as per current City Standards and guidelines.

4. Domestic water use assessment and Required Fire Flow as per FUS required.

Sanitary Sewer Servicing Review:

5. Wastewater generation assessment should be provided for all functional areas, including all the commercial area and residential units, by using Part 8 of the latest edition of the Code and Guide for Sewage Systems to establish an equivalent population density for our records.

6. Due to limited sewer system capacity, onsite sewer backflow prevention

measures are recommended.

Minor Storm Sewer Servicing Review:

7. Due to drainage pattern change, a storm drainage area plan is required to supplement the site servicing and grading plans and for inclusion in the inventory. This plan is to include:

an illustration of a private piped network, labelled PRIVATE

appropriate runoff coefficients

location of outlet points on the City’s receiving conveyance system(s)

controlled runoff release rate(s), if applicable

illustration and/or details of runoff control measures, if applicable

8. The applicant is to acknowledge that, in accordance with Section 5, sub-section 1 (a) and (b) of the latest edition of Sewer and Drain By-Law No. 06-026, “No person is to install any Sewer Lateral for the carriage of both Sewage and Stormwater”. Section 16 states that a person who is guilty of the contravention of any provision of the By-law is liable to the penalties under the Provincial Offences Act.

Stormwater Management

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9. A Stormwater Management Design Brief will be required for the site, to be prepared according to the City of Hamilton Comprehensive Development Guidelines (2016).

10. The proponent should identify the existing drainage conditions and establish a suitable drainage outlet for the proposed site to the municipal sewer system.

11. Onsite Stormwater management design should be based on the following criteria:

Quality Control: No quality control will be required for the site, since majority of the site will be roof.

Quantity Control: 100-year post-development flows should be controlled to the lesser of 2-year pre-development flows or the free flow capacity of the existing storm lateral (if any).

Given the current residential use but also considering historic

industrial use on or near the property, we would like more

information as to whether a Record of Site Condition has been

acquired, or if one would be required to support the application.

Sourcewater Protection

Given that dewatering may be required for construction activities,

the proponent is reminded that if dewatering discharge is conveyed

into City infrastructure, the discharge must comply with City of

Hamilton Sewer Bylaw standards. Well before the installation of

dewatering infrastructure, please contact

[email protected] or the Superintendent of

Environmental Monitoring and Enforcement Group, Hamilton Water

for more information. If dewatering is expected to exceed 50,000

L/day, registration with the Environmental Activity Sector Registry

or a Permit to Take Water from the Ministry of Environment and

Climate Change would be required.

12. Grading and Drainage Plan will be required and inspection fee to be paid at Site Plan Stage.

13. Site servicing Plan and Servicing permits will be required and applicable fees to be paid at Site Plan Stage.

14. Appropriate security to cover the potential damage to municipal

infrastructure within the right of way will be required.

15. With the Site Plan Engineering submission, the applicant submit a geotechnical report and implement report`s recommendations including dewatering requirements to the satisfaction of the Manager of Development Approvals.

mailto:[email protected]

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Note: Comments on water were not received from Public Works. There may be more comments in future.

If you have any questions please, contact me at extension 4196. C.c. e-mail: Jamal Syed, P. Eng., Senior Project Manager