City of Burlington - REVISED FUNCTIONAL SERVICING ......The existing site of approximately 0.20 ha is located at 3225-3237 New Street, in the City of Burlington. The site is bounded

REVISED FUNCTIONAL SERVICING REPORT

ROYAL LIVING DEVELOPMENT GROUP INC.

3225-3237 NEW STREET

CITY OF BURLINGTON

Submitted to:

Royal Living Development Group Inc.

Submitted by:

Amec Foster Wheeler Environment & Infrastructure

a Division of Amec Foster Wheeler Americas Limited

3450 Harvester Road, Suite 100

Burlington, ON L7N 3W5

Tel: (905) 335-2353

Fax: (905) 335-1414

September 2017

Project No. TPB173022

Royal Living Development Group Inc. Amec Foster Wheeler Revised Functional Servicing Report Environment & Infrastructure 3225-3237 New Street City of Burlington September 2017

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TABLE OF CONTENTS PAGE

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

1.1 Existing Site Conditions ....................................................................................... 1 1.2 Proposed Development........................................................................................ 1

2.0 BACKGROUND INFORMATION .................................................................................... 2

2.1 Documents / Reports ........................................................................................... 2 2.2 Drawings .............................................................................................................. 2 2.3 Topographic Survey ............................................................................................. 2

3.0 GRADING AND DRAINAGE ........................................................................................... 3

3.1 Existing Conditions .............................................................................................. 3 3.2 Proposed Grading and Drainage .......................................................................... 3

4.0 SERVICING..................................................................................................................... 4

4.1 Existing Water Servicing ...................................................................................... 4 4.2 Proposed Water Servicing ................................................................................... 4 4.3 Proposed Water Supply Requirements ................................................................ 4 4.4 Existing Sanitary Sewer Servicing ........................................................................ 5 4.5 Proposed Sanitary Sewer Servicing ..................................................................... 5 4.6 Existing Storm Sewer Servicing ........................................................................... 5 4.7 Proposed Storm Sewer Servicing ........................................................................ 6

5.0 STORMWATER MANAGEMENT .................................................................................... 7

5.1 General Description and Criteria .......................................................................... 7 5.2 Runoff Calculations .............................................................................................. 8 5.3 Stormwater Management – Quantity Control (Rational Method) .......................... 9 5.4 Stormwater Management - Quality Control ........................................................ 10

6.0 SUMMARY .................................................................................................................... 11

LIST OF APPENDICES Appendix A - Background Information Appendix B - Sanitary Demand & Water Usage Appendix C - Stormwater Management Calculations

LIST OF FIGURES Figure 1 - Storm Drainage Area Plan


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LIST OF DRAWINGS

Sheet 1 - General Notes and Details Sheet 2 - Existing Conditions Plan Sheet 3 - Site Grading Plan Sheet 4 - Site Servicing Plan Sheet 5 - Erosion and Sediment Control Plan Sheet 6 - Cross-Sections Sheet 7 - SWM Tank Details Plan

Amec Foster Wheeler Environment & Infrastructure is committed to achieving sustainability through balancing economic growth, social responsibility and environmental protection. Learn more at:

http://amecfw.com/aboutus/sustainability.htm.


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1.0 INTRODUCTION

Amec Foster Wheeler Environment & Infrastructure has been retained by Royal Living

Development Group Inc. (the “Owner”) to prepare a Functional Servicing Report in support of a

Zoning By-Law Amendment application for the proposed 11-unit townhouse development at

3225-3237 New Street in the City of Burlington (the “City”).

The purpose of this report is to examine and demonstrate the serviceability of this development

with respect to wastewater, stormwater, water servicing, site grading and stormwater

management and ensure servicing strategies are consistent with the City of Burlington, Region of

Halton and Conservation Halton requirements.

1.1 Existing Site Conditions

The existing site of approximately 0.20 ha is located at 3225-3237 New Street, in the City of

Burlington. The site is bounded by New Street to the south, existing townhouses to the east,

Burlington Tailors store to the west and the Hydro corridor/Centennial Bike Trail to the north. The

existing site consist of two (2) one-storey residential houses with separate garages. There are

two (2) existing driveway entrances off of New Street. (Refer to the Existing Conditions Plan).

The legal description is as follows: Lots 2 and 3, Registered Plan 408, in the City of Burlington.

The site is located in an area of the City that is serviced by a network of municipal infrastructure

including roads, sewers, watermains and other services and utilities.

1.2 Proposed Development

The proposed site is for a 3-storey residential townhouse development consisting of 11

townhouse units with driveways, roads and associated visitor parking.

The existing driveway entrances off New Street will be removed and replaced with one (1)

entrance and internal roadway to accommodate the new townhouse development.

Refer to Appendix A for the proposed Site Plan (SP1) prepared by KNYMH Inc.



2.0 BACKGROUND INFORMATION

2.1 Documents / Reports

Conservation Halton approval email from Leah Chishimba dated November 21, 2014.

2.2 Drawings

Plan and profile drawing for New Street, Sheet 8 of 27 – (City of Burlington – Municipal

Dwg. No. MN-3).

Plan and profile drawing for New Street, Sheet 9 of 27 – (City of Burlington – Municipal

Dwg. No. MN-3).

Plan and profile drawing for New Street, Sta. 2+410 to 2+560, Sheet 15 of 16 – (City of

Burlington – Municipal Dwg. No. MN-3, Contract No. CW 16-04)

Plan and profile drawing for New Street, (1800mm dia. East End Trunk Sanitary Sewer),

Dwg. 4 of 8 – (Halton Region – File No. B-376)

Plan and profile drawing for New Street, (1800mm dia. East End Trunk Sanitary Sewer),

Dwg. 5 of 8 – (Halton Region – File No. B-344)

Plan and profile drawing for New Street (750mm dia. watermain), Sheet 17 of 24 – (Halton

Region – File No. B-10960)

Plan and profile drawing for New Street (750mm dia. watermain), Sheet 18 of 24 – (Halton

Region – File No. B-10961)

2.3 Topographic Survey

Topographic survey prepared by A.T. McLaren Limited dated September 24, 2014



3.0 GRADING AND DRAINAGE

3.1 Existing Conditions

The existing property is generally flat and there are no known external drainage areas to the site.

The existing residential lots are split drainage. The rear yards drain away from the houses and

towards the existing Hydro corridor to the north. The front yards drain towards the New Street

municipal sewer system to the south. (Refer to Existing Conditions Plan)

3.2 Proposed Grading and Drainage

The proposed grading is designed to direct stormwater runoff via swales and catchbasins to the

storm sewer system without adversely impacting adjacent lots and the proposed residential

development of this site. The storm runoff will be collected and released in a controlled manner.

The site is located near the Regulatory Floodplain for Roseland Creek. A local highpoint or crest

of the floodplain at an elevation of 87.20 m to 87.50 m is located approximately 142 m easterly of

Roseland creek centerline. Spill flows will be conveyed easterly to a low point on New Street

adjacent to the subject property prior to spilling south of New Street and back to Roseland Creek.

Since the existing lot grades will be impacted by spill flow, the proposed grading will be raised to

the regional flood elevation of approximately 87.57 at the north end and 87.44 at the south end.

(Refer to Appendix A for Conservation Halton approval email)

Proposed grades along the north and west limits are approximately 0.50 m higher than the existing

grades, and 3:1 sloping is proposed. Overland flow for the 100-year storm event and greater will

be directed toward New Street. (Refer to Site Grading Plan)



4.0 SERVICING

4.1 Existing Water Servicing

According to the reviewed information obtained from City plans and the Surveyor, there is an

existing 300 mm diameter watermain along the centreline of New Street and an existing 750 mm

diameter watermain on the north side of New Street. Furthermore, there is an existing 1050 mm

watermain within the north boulevard of New Street. The existing houses are currently serviced

by domestic water services connected to the existing 300 mm watermain on New Street.

There is one (1) existing fire hydrant located along the south side of New Street adjacent to the

proposed development, and one (1) existing fire hydrant on the north side of New Street located

approximately 34 m from the west property limit.

4.2 Proposed Water Servicing

The proposed development will be serviced by a 200 mm diameter PVC watermain connected to

the existing 300 mm watermain on New Street via a tapping valve and sleeve, and valve and box

installed at the property line.

The two (2) existing fire hydrants located on New Street will provide the necessary firefighting

coverage for the units fronting New Street. One (1) additional fire hydrant is being proposed within

the development to provide suitable firefighting coverage. The proposed watermain will be

plugged at the end of the internal roadway to accommodate for future townhouse development

on the existing lot to the west.

Water usage is typically based on calculating sanitary discharge flows based on the Ontario

Building Code (OBC) 2012 guidelines. The estimated water usage has been calculated to be

0.320 L/sec (27.62 m3/day) which facilitates for the future development. This estimated water

usage calculation will need to be further refined by the Mechanical Engineer as the project

progresses and as fixture units are confirmed. (Refer to Appendix B for detailed calculations)

4.3 Proposed Water Supply Requirements

The Water Supply for Public Fire Protection was calculated based on the guidelines provided by

the Fire Underwriter’s Survey (FUS), to demonstrate that the existing flows and pressure are

adequate to meet the minimum requirement for fire suppression outlined in the FUS.

According to our calculations for the proposed townhouse development, a minimum fire

suppression flow of approximately 7,000 L/min at a pressure of 140 kPa (20 PSI) will be required.

Hydrant flow testing must take place for verification of pressure and flow required for the proposed

development prior to final drawing approval. (Refer to Appendix B for detailed calculations)



4.4 Existing Sanitary Sewer Servicing


existing 250 mm diameter sanitary sewer on the north side of New Street that flows westerly to

Dynes Road. There is also an existing 1800 mm diameter sanitary trunk sewer within the north

boulevard of New Street that flows westerly to Dynes Road. The existing houses are currently

serviced by sanitary service laterals connected to the existing 250 mm diameter sanitary sewer

on New Street.

4.5 Proposed Sanitary Sewer Servicing

Sanitary discharge flows for the proposed site were calculated based on the Ontario Building

Code (OBC) 2012 guidelines, along with the proposed site plan statistics found in Appendix A.

Based on the above criteria, the proposed townhouse development will contribute approximately

0.204 L/sec (17.6 m3/day) into the 250 mm diameter sanitary sewer system on New Street. The

existing lot to the west is planned for future development, and future flows will contribute an

additional 0.074 L/sec (6.4 m3/day). Therefore, the total sanitary discharge contributing into the

250 mm diameter sanitary sewer on New Street will be approximately 0.278 L/sec (24 m3/day).

A 200 mm diameter sanitary pipe is proposed to service this site and will be connected to the

existing 250 mm diameter sanitary main via a wye connection. This connection will be adequate

to convey the design flow of 0.278 L/s.

This estimated sanitary demand calculation will need to be further refined by the Mechanical

Engineer as the project progresses and as fixture units are confirmed. (Refer to Appendix B for

detailed sanitary sewer flow calculations)

4.6 Existing Storm Sewer Servicing


existing 375 mm storm sewer on the south side of New Street that flows westerly and connects

into a 675 mm storm sewer. The existing houses are currently serviced by storm service laterals

connected to the existing 375 mm diameter storm sewer on New Street.



4.7 Proposed Storm Sewer Servicing

Stormwater runoff around the proposed townhouse development will drain overland into swales

and catchbasins and be directed into the proposed storm sewer system. A 300 mm diameter

storm sewer is proposed to be connected to the existing 375 mm storm sewer on New Street.

(Refer to Site Servicing Plan)

On-site storage and controlled release will be required, with proposed underground storage within

the parking lot. A 300 mm diameter storm connection at a slope of 0.5% will be adequate to

convey the controlled design flow of 20 L/s from the residential development.

The existing lot to the west is facilitated for future townhouse development. To accommodate for

future development, the post development flows will need to be controlled to 29 L/s.

Refer to Section 5 for details regarding the on-site storage condition and stormwater management

for the proposed development.



5.0 STORMWATER MANAGEMENT

5.1 General Description and Criteria

Existing Site Conditions

The subject land of approximately 0.20 ha is located at 3225-3237 New Street, in the City of

Burlington. The site is bounded by New Street to the south, existing townhouses to the east,

Burlington Tailors store to the west and the Hydro corridor/Centennial Bike Trail to the north. The

site is currently developed with two (2) one-storey residential houses.

The existing residential lots are split drainage. The rear yards drain away from the houses to the

north and into the existing Hydro corridor. The front yards drain to the south towards the New

Street municipal sewer system. There are no known external drainage areas to the site.

(Refer to the Existing Conditions Plan)

Proposed Development

The proposed development is comprised of a 3-storey residential townhouse development

consisting of 11 townhouse units with driveways, roads and associated visitor parking totaling

0.20 ha. One (1) entrance off of New Street will accommodate the new townhouse development.

The total impervious area of the proposed site will be 0.147 ha. Due to the small drainage area

of the site, the entire site area was considered to drain directly into the storm sewer system as a

conservative approach. The impervious coverage of the development will increase from 24% to

approximately 74%.

The existing lot to the west is facilitated for future townhouse development with a future site area

of 0.094 ha. The total impervious area of the proposed site including the future property will be

0.194 ha. With the future townhouse area included, the impervious coverage will ultimately

increase from 24% to 66%.

Design Criteria

Due to the small drainage area of the site (less than 5 ha), the Rational Method has been used to

determine design flows as a conservative approach.

Post development peak flow for the 100-year storm event should be controlled to the 5-year target

flow with a composite runoff coefficient of 0.40.

Stormwater should be treated to Level 1 quality (Enhanced) as defined in the MOE 2003

SWMPD Manual, for the removal of 80% of the total suspended solids.

The City of Burlington Intensity-Duration-Frequency (IDF) data to be used for analysis.



5.2 Runoff Calculations

Target Conditions

The City of Burlington 5-year Intensity Duration Frequency coefficients (A = 697.40, B = 5.00, and

C = 0.764) was used to calculate the intensity values for the 5-year target flows from the site.

Target flow calculations to be based on a composite runoff coefficient of 0.40. Due to the small

total area of the site, the City’s minimum Time of Concentration (Tc) of 10 minutes was used.

(Refer to Appendix C for allowable flow and runoff coefficient calculations). Table 1 below shows

a summary of the target input parameters.

Table 1A. Target Input Parameters (Existing Site)

Catchment C-value Tc

(min.) Intensity (mm/hr)

Area (ha)

Flow (m3/sec)

A1 Pre 0.40 10 88.09 0.20 0.020

As shown in Table 1A above, the post development flows will need to be controlled to the target

flow of 0.020 m3/sec (20 L/sec).

If the existing lot to the west is developed in the future, the allowable target flows will increase

from 0.020 m3/sec to 0.029 m3/sec. Table 1B below shows a summary of the target input

parameters for the proposed site including the future lot development.

Table 1B. Target Input Parameters (Existing Site + Future Lot)


(min.) Intensity (mm/hr)

Area (ha)

Flow (m3/sec)

A1 Pre + Future

0.40 10 88.09 0.294 0.029

Proposed Conditions

Stormwater runoff around the proposed townhouse development will be directed towards swales, rear yard catchbasins and road catchbasins, and flows will be directed into the on-site storm sewer system. The storm runoff will be collected and released in a controlled manner without adversely impacting adjacent lots. Overland flow for the 100-year storm event and greater will be directed toward New Street. A1 Post represents the proposed site area that will be controlled via an underground storage tank and orifice control. (Refer to Appendix C for post development calculations). Table 2A below shows a summary of the relevant drainage parameters of the post development drainage area.



Table 2A. Post Development Input Parameters (Proposed Site)


(min.) Area (ha)

A1 Post 0.72 10 0.20

The storm sewer system will convey the minor system (5 year storm) and all major flows (greater than 5-year storm event) will surcharge and be conveyed overland to New Street. (Refer to Storm Drainage Area Plan) A2 Post represents the existing lot area to the west this is planned for future development, and will require additional underground storage and orifice control to accommodate the future development. Refer to the Storm Drainage Area Plan for estimated future storage tank location. Table 2B below shows a summary of the relevant drainage parameters of the proposed site including the future lot development.

Table 2B. Post Development Input Parameters (Proposed Site + Future Lot)


(min.) Area (ha)

A1 Post + A2 Post (Future)

0.66 10 0.294

5.3 Stormwater Management – Quantity Control (Rational Method)

Using the City’s IDF data, rational method calculations were undertaken to determine the maximum storage required at a duration event of 2 hours. In order to control post-development flows to 5-year pre-development allowable conditions, a target flow of 0.020 m3/sec is to be satisfied. Based on our stormwater analysis, a total storage volume of ±52.9 m3 will be required within an on-site underground storage tank. Any flows beyond that which is conveyed within the storm sewer system shall be conveyed overland to the existing storm sewer system on New Street To achieve the allowable flow of 0.020 m3/sec during the 100-year storm event, a 100 mm diameter orifice tube is proposed with a maximum head of 0.86 m above the centroid of the orifice. The 100 mm diameter orifice tube will be outletting from proposed CB/MH 1 to the existing storm sewer system. (Refer to Appendix C for detailed orifice calculations).



Underground Stormwater Tank

An underground storage tank (Stormtech or approved equivalent) is proposed within the visitor parking lot to provide a storage volume of ±58 m3 and surface area of 150 m2 by 0.4 m deep. This storage volume does not include volume accumulated within pipes and manhole structures. (Refer to Site Servicing Plan) To accommodate for the future development to the west, an additional 16 m3 of underground storage would be required.

5.4 Stormwater Management - Quality Control

As per City and HCA requirements, the stormwater should be treated to the Ministry of the

Environment (MOE) Enhanced Level protection and the removal of 80% T.S.S. is required.

An oil/grit separator is proposed to be placed on the storm sewer system prior to outletting the

site to prevent sediment from entering the existing downstream storm system. The STC 300 (or

approved equivalent) oil grit separator has been sized to treat the proposed 0.20 ha site with 74%

total impervious coverage (including roof areas) for a removal efficiency of 86%.

To accommodate for the future development to the west, the proposed STC 300 is adequately

sized to treat the proposed and future site areas totaling 0.294 ha with 66% combined impervious

coverage and removal efficiency of 84%. (Refer to Appendix C for supporting calculations)

The oil/grit separator is proposed to be placed downstream of all on-site catchbasins to prevent

sediment from leaving the site and entering the existing downstream storm system.

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BURLINGTON, ON

ROYAL LIVING DEVELOPMENT

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STORM DRAINAGE

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BURLINGTON, ON


CROSS-SECTIONS

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TPB173022


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PROPOSED LAYOUT

60 STORMTECH SC-310 CHAMBERS

20 STORMTECH SC-310 END CAPS

152

STONE ABOVE (mm)

152

STONE BELOW (mm)

40 % STONE VOID

57.9

INSTALLED SYSTEM VOLUME (m³)

(PERIMETER STONE INCLUDED)

151

SYSTEM AREA (m²)

50

SYSTEM PERIMETER (m)

PROPOSED ELEVATIONS

MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):

89.0060

MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):

87.1780

MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):87.0250

MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):

87.0250

MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT):

87.0250

TOP OF STONE: 86.7200

TOP OF SC-310 CHAMBER: 86.5680

200 mm TOP MANIFOLD INVERT: 86.2500

300 mm ISOLATOR ROW INVERT: 86.1860

BOTTOM OF SC-310 CHAMBER: 86.1620

BOTTOM OF STONE: 86.010

15.2 m

13.38 m

9.93 m

9.32 m

ISOLATOR ROW

PLACE MINIMUM 3.81 m OF ADS GEOSYNTHETICS

315WTK WOVEN GEOTEXTILE OVER BEDDING

STONE AND UNDERNEATH CHAMBER FEET FOR

SCOUR PROTECTION AT ALL CHAMBER INLET ROWS

200mm X 200mm ADS N-12 TOP MANIFOLD

INVERT 89mm ABOVE CHAMBER BASE

INSPECTION PORT

PROPOSED MH #2 STRUCTURE

SHOWN AS 750 mm NYLOPLAST

(PROVIDED BY STORMTECH)

300 mm ADS N-12 BOTTOM ISOLATION

ROW CONNECTION

INVERT 23 mm ABOVE CHAMBER BASE

ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMS

PLEASE NOTE:

1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED,

ANGULAR NO. 4 (AASHTO M43) STONE".

2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.

3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION

EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS.

NOTES:

1. SC-310 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM

F2922

"STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".

2. SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION

CHAMBERS".

3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS.

4. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH

CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.

5. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.

6. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF

LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.

MATERIAL LOCATION DESCRIPTION

AASHTO MATERIAL

CLASSIFICATIONS

COMPACTION / DENSITY

REQUIREMENT

D

FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS

FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM

OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED

GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE

MAY BE PART OF THE 'D' LAYER

ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER

ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT

SUBGRADE REQUIREMENTS.

N/A

PREPARE PER SITE DESIGN ENGINEER'S PLANS.

PAVED INSTALLATIONS MAY HAVE STRINGENT

MATERIAL AND PREPARATION REQUIREMENTS.

C

INITIAL FILL: FILL MATERIAL FOR LAYER 'C'

STARTS FROM THE TOP OF THE EMBEDMENT

STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE

TOP OF THE CHAMBER. NOTE THAT PAVEMENT

SUBBASE MAY BE A PART OF THE 'C' LAYER.

GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%

FINES OR PROCESSED AGGREGATE.

MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU

OF THIS LAYER.

AASHTO M145¹

A-1, A-2-4, A-3

OR

AASHTO M43¹

3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89,

9, 10

BEGIN COMPACTIONS AFTER 12" (300 mm) OF

MATERIAL OVER THE CHAMBERS IS REACHED.

COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX

LIFTS TO A MIN. 95% PROCTOR DENSITY FOR

WELL GRADED MATERIAL AND 95% RELATIVE

DENSITY FOR PROCESSED AGGREGATE

MATERIALS. ROLLER GROSS VEHICLE WEIGHT

NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC

FORCE NOT TO EXCEED 20,000 lbs (89 kN).

B

EMBEDMENT STONE: FILL SURROUNDING THE

CHAMBERS FROM THE FOUNDATION STONE ('A'

LAYER) TO THE 'C' LAYER ABOVE.

CLEAN, CRUSHED, ANGULAR STONE

AASHTO M43¹

3, 357, 4, 467, 5, 56, 57

NO COMPACTION REQUIRED.

A

FOUNDATION STONE: FILL BELOW CHAMBERS

FROM THE SUBGRADE UP TO THE FOOT (BOTTOM)

OF THE CHAMBER.

CLEAN, CRUSHED, ANGULAR STONE

AASHTO M43¹

3, 357, 4, 467, 5, 56, 57

PLATE COMPACT OR ROLL TO ACHIEVE A FLAT

SURFACE. ² ³

SUBGRADE SOILS

(SEE NOTE 4)

PAVEMENT LAYER (DESIGNED

BY SITE DESIGN ENGINEER)

SC-310

END CAP

D

C

B

A

PERIMETER STONE

(SEE NOTE 6)

6" (150 mm)

MIN

EXCAVATION WALL

(CAN BE SLOPED OR VERTICAL)

12" (300 mm) MIN 12" (300 mm) MIN34" (865 mm)

16"

(400 mm) MIN

18"

(450 mm) MIN

8'

(2.4 m) MAX

3" (80 mm) MIN

ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND

CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS

16"

(405 mm)

DEPTH OF STONE TO BE DETERMINED

BY SITE DESIGN ENGINEER 6" (150 mm) MIN

*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED

INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY

OCCUR, INCREASE COVER TO 24" (600 mm).

INSPECTION & MAINTENANCE

STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT

A. INSPECTION PORTS (IF PRESENT)

A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN

A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED

A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG

A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)

A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

B. ALL ISOLATOR ROWS

B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW

B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE

i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY

ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE

B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS

A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED

B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN

C. VACUUM STRUCTURE SUMP AS REQUIRED

STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.

STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.

NOTES

1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS

OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.

2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.

SUMP DEPTH TBD BY

SITE DESIGN ENGINEER

(24" [600 mm] MIN RECOMMENDED)

12" (300 mm) HDPE ACCESS PIPE REQUIRED

USE FACTORY PRE-FABRICATED END CAP

PART #: SC310EPE12B

TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN

GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS

4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS

CATCH BASIN

OR

MANHOLE

SC-310 ISOLATOR ROW DETAIL

NTS

STORMTECH HIGHLY RECOMMENDS

FLEXSTORM PURE INSERTS IN ANY UPSTREAM

STRUCTURES WITH OPEN GRATES

COVER ENTIRE ISOLATOR ROW WITH ADS

GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE

5' (1.5 m) MIN WIDE

SC-310 CHAMBER

SC-310 END CAP

OPTIONAL INSPECTION PORT

SC-310 6" INSPECTION PORT DETAIL

NTS

SC-310 CHAMBER

FLEXSTORM CATCH IT

PART# 6212NYFX

WITH USE OF OPEN GRATE

6" (150 mm) INSERTA TEE

PART# 6P26FBSTIP*

INSERTA TEE TO BE CENTERED

ON CORRUGATION CREST

6" (150 mm) SDR35 PIPE

CONCRETE COLLAR

12" (300 mm) NYLOPLAST INLINE

DRAIN BODY W/SOLID HINGED

COVER OR GRATE

PART# 2712AG6IP*

SOLID COVER: 1299CGC*

GRATE: 1299CGS

18" (450 mm) MIN WIDTH

CONCRETE SLAB

8" (200 mm) MIN THICKNESS

PAVEMENT

CONCRETE COLLAR NOT REQUIRED

FOR UNPAVED APPLICATION

* THE PART# 2712AG6IPKIT CAN BE

USED TO ORDER ALL NECESSARY

COMPONENTS FOR A SOLID LID

INSPECTION PORT INSTALLATION

PART # STUB A B C

SC310EPE06T / SC310EPE06TPC

6" (150 mm) 9.6" (244 mm)

5.8" (147 mm)

---

SC310EPE06B / SC310EPE06BPC ---

0.5" (13 mm)


8" (200 mm) 11.9" (302 mm)

3.5" (89 mm)

---


0.6" (15 mm)


10" (250 mm) 12.7" (323 mm)

1.4" (36 mm)

---


0.7" (18 mm)

SC310EPE12B

12" (300 mm) 13.5" (343 mm)

---

0.9" (23 mm)

ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF

THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT

1-888-892-2694.

* FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm).

BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.

NOTE: ALL DIMENSIONS ARE NOMINAL

NOMINAL CHAMBER SPECIFICATIONS

SIZE (W X H X INSTALLED LENGTH) 34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm)

CHAMBER STORAGE 14.7 CUBIC FEET (0.42 m³)

MINIMUM INSTALLED STORAGE* 31.0 CUBIC FEET (0.88 m³)

WEIGHT 35.0 lbs. (16.8 kg)

*ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERS

PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"

PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"

PRE CORED END CAPS END WITH "PC"

34.0"

(864 mm)

16.0"

(406 mm)

90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH

ACCEPTS 4" (100 mm) SCH 40 PVC

PIPE FOR INSPECTION PORT. FOR

PIPE SIZES LARGER THAN 4" (100 mm)

UP TO 10" (250 mm) USE INSERTA TEE

CONNECTION CENTERED ON A

CHAMBER CREST CORRUGATION

OVERLAP NEXT CHAMBER HERE

(OVER SMALL CORRUGATION)

BUILD ROW IN THIS DIRECTION

START END

A A

B C

SC-310 TECHNICAL SPECIFICATION

NTS

9.9"

(251 mm)

15.6"

(396 mm)

TRAFFIC LOADS: CONCRETE DIMENSIONS

ARE FOR GUIDELINE PUPOSES ONLY.

ACTUAL CONCRETE SLAB MUST BE

DESIGNED GIVING CONSIDERATION FOR

LOCAL SOIL CONDITIONS, TRAFFIC

LOADING & OTHER APPLICABLE DESIGN

FACTORS

ADAPTER ANGLES VARIABLE 0°- 360°

ACCORDING TO PLANS

A

18" (457 mm)

MIN WIDTH

AASHTO H-20 CONCRETE SLAB

8" (203 mm) MIN THICKNESS

VARIABLE SUMP DEPTH

ACCORDING TO PLANS

[6" (152 mm) MIN ON 8-24" (200-600 mm),

10" (254 mm) MIN ON 30" (750 mm)]

4" (102 mm) MIN ON 8-24" (200-600 mm)

6" (152 mm) MIN ON 30" (750 mm)

12" (610 mm) MIN

(FOR AASHTO H-20)

INVERT ACCORDING TO

PLANS/TAKE OFF

BACKFILL MATERIAL BELOW AND TO SIDES

OF STRUCTURE SHALL BE ASTM D2321

CLASS I OR II CRUSHED STONE OR GRAVEL

AND BE PLACED UNIFORMLY IN 12" (305 mm)

LIFTS AND COMPACTED TO MIN OF 90%

INTEGRATED DUCTILE IRON

FRAME & GRATE/SOLID TO

MATCH BASIN O.D.

NYLOPLAST STRUCTURE

NTS

NOTES

1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536

GRADE 70-50-05

2. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05

3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS

4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212

FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC

5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM

6. TO ORDER CALL: 800-821-6710

A PART # GRATE/SOLID COVER OPTIONS

8"

(200 mm)

2808AG

PEDESTRIAN LIGHT

DUTY

STANDARD LIGHT

DUTY

SOLID LIGHT DUTY

10"

(250 mm)

2810AG

PEDESTRIAN LIGHT

DUTY

STANDARD LIGHT

DUTY

SOLID LIGHT DUTY

12"

(300 mm)

2812AG

PEDESTRIAN

AASHTO H-10

STANDARD AASHTO

H-20

SOLID

AASHTO H-20

15"

(375 mm)

2815AG

PEDESTRIAN

AASHTO H-10

STANDARD AASHTO

H-20

SOLID

AASHTO H-20

18"

(450 mm)

2818AG

PEDESTRIAN

AASHTO H-10

STANDARD AASHTO

H-20

SOLID

AASHTO H-20

24"

(600 mm)

2824AG

PEDESTRIAN

AASHTO H-10

STANDARD AASHTO

H-20

SOLID

AASHTO H-20

30"

(750 mm)

2830AG

PEDESTRIAN

AASHTO H-20

STANDARD AASHTO

H-20

SOLID

AASHTO H-20

VARIOUS TYPES OF INLET AND

OUTLET ADAPTERS AVAILABLE:

4-30" (100-750 mm) FOR

CORRUGATED HDPE

WATERTIGHT JOINT

(CORRUGATED HDPE SHOWN)

APPENDIX A

Background Information

APPENDIX B

Sanitary Demand & Water Usage and FUS

3215 North Service Road Burlington, ON L7N 3G2 Tel +1 905 335 2353 Fax +1 905 335 1414 amecfw.com

Amec Foster Wheeler Environment & Infrastructure, Registered office: 2020 Winston Park Drive, Suite 700, Oakville, Ontario L6H 6X7 Registered in Canada No. 773289-9; GST: 899879050 RT0008; DUNS: 25-362-6642

P:\Work\TP114107\land\design\Calcs 2017\Halton Region -Water and Wastewater calcs incl future.doc

March 8, 2017 Our File: TPB173022 The Regional Municipality of Halton 1151 Bronte Road Oakville ON L6M 3L1 Dear Sir/Madam: RE: Water Usage and Sanitary Discharge Report for Royal Living Development,

Proposed Townhouse Development, 3225-3237 New Street, City of Burlington Background

Royal Living Development proposes to construct an 11-unit townhouse development at 3225-3237 New Street, Lots 2 and 3, Registered Plan 408, in the City of Burlington.

The site is currently occupied by two (2) one-storey residential houses. The site has an area of 0.20 ha, of which 0.053 ha will be landscaped. The property will be developed in one phase. Also, the existing lot to the west with an area of 0.094 ha is facilitated for future townhouse development, of which 0.047 ha will be landscaped. The sanitary discharge calculations will include the proposed site and accommodate for the future townhouse development. Table 8.2.1.3.A of the Ontario Building Code has been used to calculate water usage and sanitary discharge for residential occupant loadings. This development does not require water in the process and cooling water will not be required. Sanitary Discharge (Proposed Site) Residential Occupancy – Townhouses:

1. No. of Townhouse Units = 11 2. Bedrooms per Unit = 3

From the Ontario Building Code Table 8.2.1.3.A, Residential Occupancy, Dwellings 3 bedroom dwelling = 1,600 L / day / unit

Occupant Load = 1,600 L/ d / unit x 11 units = 17,600 L / day = 17.6 m3 / day

Total sanitary discharge for the Proposed Site = 17.6 m3 / day

Continued... Royal Living Development March 8, 2017

P:\Work\TP114107\land\design\Calcs 2017\Halton Region -Water and Wastewater calcs incl future.doc Page 2 of 3

Sanitary Discharge (Future Site) Residential Occupancy – Townhouses:

3. No. of Townhouse Units = 4 4. Bedrooms per Unit = 3

From the Ontario Building Code Table 8.2.1.3.A, Residential Occupancy, Dwellings 3 bedroom dwelling = 1,600 L / day / unit

Occupant Load = 1,600 L/ d / unit x 4 units = 6,400 L / day = 6.4 m3 / day

Total sanitary discharge for the Future Site = 6.4 m3 / day Therefore, Total Sanitary Discharge = Proposed Site + Future Site

= 24 m3 / day

Continued... Royal Living Development March 8, 2017

P:\Work\TP114107\land\design\Calcs 2017\Halton Region -Water and Wastewater calcs incl future.doc Page 3 of 3

Water Usage Residential Occupancy – Townhouses:

Total water usage for the Site = 24 m3 / day (see above)

Landscaping for Proposed Site: Site landscaping area = 0.053 ha = 530 m2

25.4 mm / m2 / week x 530 m2 = 1.92 m3 / day

Total landscape water usage for the Proposed Site = 1.92 m3 / day

Landscaping for Future Site: Site landscaping area = 0.047 ha = 470 m2

25.4 mm / m2 / week x 470 m2 = 1.70 m3 / day

Total landscape water usage for the Future Site = 1.70 m3 / day

Therefore, Total Water Usage = 24 m3 / day + 1.92 m3 / day + 1.70 m3 / day = 27.62 m3 / day

Yours truly, Amec Foster Wheeler Environment & Infrastructure, a Division of Amec Foster Wheeler Americas Limited Per: Paul Pagazani, P. Eng. Per: Angelo J. Cutaia, P. Eng. Senior Engineer Principal Consultant PP/kf

WATER SUPPLY FOR PUBLIC FIRE PROTECTION - 1999

Project Name: 3225-3237 New Street, Burlington

Project Number: TPB173022

Date: March 2017

Prepared by: P. Pagazani

GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOW

F = 220 C ( A ) 0.5 An estimate of the fire flow required for a given area may be determined by this formula.

F = required fire flow in litres per minute

Townhouse Units - Entire Row:

OUTLINE OF PROCEDURE

A. Determine the type of construction.

= 1.0 non-combustable construction

B. Determine the largest townhouse row of unit, Units 1 to 6.

= 846.7 m2 includes Units 1 to 6 and all 3-storeys.

C. Determine the height in storeys.

= 3 storeys

D. Using the fire flow formula above, determine the required fire flow to the nearest 1,000 litres/minute.

= 6402 L/min Round to 6000 L/min

= -25% non-combustible -1500 L/min = 4500 L/min

F. Determine the decrease, if any, for automatic sprinkler protection. Do not round off the value.

= 0 L/min no sprinkler protection (0% reduction)

G. Determine the total increase for exposures. Do not round off the values.

= 65% 2,925 L/min increase Separation Charge Total

South Exposure 10.1 to 20m 15%

East Exposure 20.1 to 30m 10%

West Exposure 3.1 to 10m 20%

North Exposure 3.1 to 10m 20%

H. To the answer obtained in E, subtract the value obtained in F and add the value obtained in G.

= 7425 L/min Round to 7000 L/min

C = coefficient related to the type of construction

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

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

= 0.8 for non-combustible construction (unprotected metal structural components, masonry or metal wall)

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

A = the total floor area in m2 (including all storeys, but excluding basements at least 50% below grade)

in the building being considered

E. Determine the increase or decrease for occupancy and apply to the value obtained in D above.

Do not round off the answer.

65%

APPENDIX C

Stormwater Management Calculations

A1 Pre Internal Site Area

(ha) % Impervious

Total Area: 0.200 Total Area: 1998 m2

Impervious: 0.047 Coefficient: 0.90 Impervious: 472 m2 24%

Lawns / Unimproved: 0.153 Coefficient: 0.20 Lawns / Unimproved: 1526 m2 76%

Composite C: 0.37

Therefore, a composite runoff coefficient of 0.40 will be assumed for the existing detached residential lots.

Prepared By: Paul Pagazani, P.Eng. Date: March 2017

Pre-Development Composite Coefficient

3225-3237 New Street, Burlington

File No. TPB173022

Time of Concentration Calculation Post Development Allowable Peak Flow

Area Number Area C Tc Storm

Event

(ha) (min.) 2

A1 Pre 0.200 0.40 10 5

100

Rational Method Calculation: Proposed Site

Event 2 yr Formula: I = a/(b+T)^cIDF Data Set City of Burlington a,b,c Constants

a = 592.60 T Time of concentration

b = 6.00 I Rainfall intensity

c = 0.780

Area Number A C AC Tc I Q Q

(ha) (min.) (mm/h) (m3/s) (L/s)

A1 Pre 0.200 0.40 0.08 10 68.2 0.015 15

Event 5 yr

IDF Data Set City of Burlington

a = 697.40

b = 5.00

c = 0.764


(ha) (min.) (mm/h) (m3/s) (L/s)

A1 Pre 0.200 0.40 0.08 10 88.1 0.020 20

Event 100 yr


a = 1114.20

b = 5.00

c = 0.761


(ha) (min.) (mm/h) (m3/s) (L/s)

A1 Pre 0.200 0.40 0.08 10 141.9 0.032 32

20

32

Rational Method

Allowable Flow Calculations


3225 New Street, Burlington -Royal Living Development

File No. TPB173022

Peak Flow

(L/s)

15

Time of Concentration Calculation Post Development Allowable Peak Flow

Area Number Area C Tc Storm

Event

(ha) (min.) 2

A1 Pre 0.200 0.40 10 5

A1 Future 0.094 0.40 10 100

Rational Method Calculation: Proposed Site including Future Lot

Event 2 yr Formula: I = a/(b+T)^cIDF Data Set City of Burlington a,b,c Constants

a = 592.60 T Time of concentration

b = 6.00 I Rainfall intensity

c = 0.780


(ha) (min.) (mm/h) (m3/s) (L/s)

A1 pre + A1 future 0.294 0.40 0.12 10 68.2 0.022 22

Event 5 yr


a = 697.40

b = 5.00

c = 0.764


(ha) (min.) (mm/h) (m3/s) (L/s)

A1 pre + A1 future 0.294 0.40 0.12 10 88.1 0.029 29

Event 100 yr


a = 1114.20

b = 5.00

c = 0.761


(ha) (min.) (mm/h) (m3/s) (L/s)

A1 pre + A1 future 0.294 0.40 0.12 10 141.9 0.046 46

29

46

File No. TPB173022


Peak Flow

(L/s)

22

Rational Method

Allowable Flow Calculations3225 New Street, Burlington -Royal Living Development

A1 Post Internal Site Area

(ha) % Impervious




Composite C: 0.72

A2 Post Future Site Area

(Future) (ha)




Composite C: 0.55


Post-Development Composite Coefficient

3225-3237 New Street, Burlington

File No. TPB173022

Project: 3225 New Street, Burlington -Royal Living Development

Project No.: TPB173022

Date: March 2017


A1 POST 100 - year A1 PRE 5 - year

CONTROLLED ALLOWABLE FLOW

Areas C AxC Areas C AxC

0.147 0.90 0.132 0.200 0.40 0.080

0.053 0.20 0.011 0 0.20 0.000

0 0.20 0.000 0 0.20 0.000

0 0.20 0.000 0 0.20 0.000

TOTAL 0.200 0.143 TOTAL 0.200 0.080

0.72 avg. C 0.40 avg. C

a b c a b c

1114.2 5 0.761 697.4 5 0.764

t i Q Vol in set Q out Vol out Vol req'd t i Q

10 141.89 0.056 33.78 0.020 11.73 22.05 10 88.094 0.020

15 113.99 0.045 40.71 0.016 14.13 26.58 15 70.712 0.016

20 96.19 0.038 45.81 0.013 15.89 29.92 20 59.629 0.013

25 83.73 0.033 49.84 0.012 17.27 32.56 25 51.875 0.012

30 74.46 0.030 53.19 0.010 18.43 34.76 30 46.112 0.010

40 61.50 0.024 58.57 0.008 20.28 38.30 40 38.056 0.008

50 52.79 0.021 62.85 0.007 21.74 41.10 50 32.647 0.007

60 46.49 0.018 66.41 0.006 22.97 43.45 60 28.735 0.006

70 41.69 0.017 69.49 0.006 24.02 45.47 70 25.759 0.006

80 37.90 0.015 72.20 0.005 24.95 47.25 80 23.410 0.005

90 34.83 0.014 74.63 0.005 25.78 48.85 90 21.503 0.005

100 32.27 0.013 76.84 0.004 26.53 50.31 100 19.920 0.004

110 30.11 0.012 78.87 0.004 27.23 51.64 110 18.583 0.004

120 28.26 0.011 80.75 0.004 27.87 52.88 120 17.436 0.004

130 26.66 0.011 82.51 0.004 28.47 54.04 130 16.440 0.004

140 25.24 0.010 84.15 0.003 29.03 55.12 140 15.567 0.003

150 23.99 0.010 85.70 0.003 29.56 56.14 150 14.793 0.003

160 22.88 0.009 87.16 0.003 30.06 57.11 160 14.103 0.003

170 21.88 0.009 88.56 0.003 30.53 58.02 170 13.483 0.003

180 20.97 0.008 89.88 0.003 30.98 58.90 180 12.923 0.003

190 20.15 0.008 91.15 0.003 31.42 59.73 190 12.414 0.003

200 19.40 0.008 92.37 0.003 31.83 60.54 200 11.948 0.003

100-yr Design Storm 5-yr Design Storm

Proposed Site (0.20ha) Only



Date: March 2017


A1 + A2 POST 100 - year A1 PRE 5 - year

CONTROLLED ALLOWABLE FLOW

Areas C AxC Areas C AxC

0.147 0.90 0.132 0.200 0.40 0.080

0.053 0.20 0.011 Future 0.094 0.40 0.038

Future 0.047 0.90 0.042 0 0.20 0.000

Future 0.047 0.20 0.009 0 0.20 0.000

TOTAL 0.294 0.195 TOTAL 0.294 0.118

0.66 avg. C 0.40 avg. C

a b c a b c

1114.2 5 0.761 697.4 5 0.764

t i Q Vol in set Q out Vol out Vol req'd t i Q

10 141.89 0.077 46.01 0.029 17.25 28.76 10 88.094 0.029

15 113.99 0.062 55.45 0.023 20.78 34.67 15 70.712 0.023

20 96.19 0.052 62.38 0.019 23.36 39.02 20 59.629 0.019

25 83.73 0.045 67.88 0.017 25.40 42.47 25 51.875 0.017

30 74.46 0.040 72.44 0.015 27.10 45.34 30 46.112 0.015

40 61.50 0.033 79.77 0.012 29.82 49.95 40 38.056 0.012

50 52.79 0.029 85.59 0.011 31.97 53.62 50 32.647 0.011

60 46.49 0.025 90.45 0.009 33.77 56.68 60 28.735 0.009

70 41.69 0.023 94.63 0.008 35.32 59.32 70 25.759 0.008

80 37.90 0.020 98.33 0.008 36.68 61.64 80 23.410 0.008

90 34.83 0.019 101.64 0.007 37.91 63.73 90 21.503 0.007

100 32.27 0.017 104.65 0.007 39.02 65.63 100 19.920 0.007

110 30.11 0.016 107.42 0.006 40.04 67.38 110 18.583 0.006

120 28.26 0.015 109.98 0.006 40.98 68.99 120 17.436 0.006

130 26.66 0.014 112.36 0.005 41.86 70.50 130 16.440 0.005

140 25.24 0.014 114.60 0.005 42.69 71.92 140 15.567 0.005

150 23.99 0.013 116.71 0.005 43.46 73.25 150 14.793 0.005

160 22.88 0.012 118.71 0.005 44.20 74.51 160 14.103 0.005

170 21.88 0.012 120.60 0.004 44.90 75.71 170 13.483 0.004

180 20.97 0.011 122.41 0.004 45.56 76.85 180 12.923 0.004

190 20.15 0.011 124.14 0.004 46.20 77.94 190 12.414 0.004

200 19.40 0.010 125.79 0.004 46.81 78.99 200 11.948 0.004

100-yr Design Storm 5-yr Design Storm

Proposed Site (0.20ha) including Future Lot (0.094 ha)

ORIFICE SIZING CALCULATIONS



Date: March 2017

C = 0.72 (5-yr release to City storm sewer system)

Q = 0.0200 From Allowable Flow Calculations

Water Elevation = 86.95 Water elevation at 100-yr storm

invert = 86.04 invert of CB/MH 1

head = 0.860 to center of orifice

orifice dia = 0.100 assumed orifice

Dia. = 0.100 outlet orifice pipe

Q = 0.0200 flow check

Proposed Site (0.20ha) Only

Project Information & LocationProject Name 3225-3237 New Street, Burlington Project Number TPB173022

City Burlington State/ Province Ontario

Country Canada Date 3/6/2017

Designer Information EOR Information (optional)

Name Paul Pagazani Name

Company Amec Foster Wheeler Company

Phone # 905-335-2353 Phone #

Email [email protected] Email

Brief Stormceptor Sizing Report - 3225-3237 New Street, Burlington

Site Name 3225-3237 New Street, Burlington

Target TSS Removal (%) 80

TSS Removal (%) Provided 86

Recommended Stormceptor Model STC 300

Stormceptor Sizing SummaryStormceptor Model % TSS Removal

Provided

STC 300 86

STC 750 91

STC 1000 92

STC 1500 92

STC 2000 93

STC 3000 94

STC 4000 96

STC 5000 96

STC 6000 97

STC 9000 98

STC 10000 98

STC 14000 98

StormceptorMAX Custom

The recommended Stormceptor Model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution.

Stormwater Treatment Recommendation The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table.

Stormceptor Brief Sizing Report – Page 1 of 2

Notes• Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules.• Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed.• For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance.

Drainage Area

Total Area (ha) 0.20

Imperviousness % 74.0

Water Quality Objective

TSS Removal (%) 80.0

Runoff Volume Capture (%)

Oil Spill Capture Volume (L)

Peak Conveyed Flow Rate (L/s) 20.00

Water Quality Flow Rate (L/s)

Rainfall

Station Name HAMILTON A

State/Province Ontario

Station ID # 3194

Years of Records 34

Latitude 43°10'N

Longitude 79°56'W

Up Stream Storage

Storage (ha-m) Discharge (cms)

0.000 0.000

0.003 0.010

0.005 0.020

Particle Size Distribution (PSD)The selected PSD defines TSS removal

Fine Distribution

Particle Diameter(microns)

Distribution %

Specific Gravity

20.0 20.0 1.30

60.0 20.0 1.80

150.0 20.0 2.20

400.0 20.0 2.65

2000.0 20.0 2.65

Up Stream Flow Diversion

Max. Flow to Stormceptor (cms)

Sizing Details

For Stormceptor Specifications and Drawings Please Visit: http://www.imbriumsystems.com/technical-specifications


Project Information & LocationProject Name 3225-3237 New Street, Burlington Project Number TPB173022

City Burlington State/ Province Ontario

Country Canada Date 3/6/2017

Designer Information EOR Information (optional)

Name Paul Pagazani Name

Company Amec Foster Wheeler Company

Phone # 905-335-2353 Phone #

Email [email protected] Email

Brief Stormceptor Sizing Report - 3225-3237 New Street, Burlington

Site Name 3225-3237 New Street, Burlington

Target TSS Removal (%) 80

TSS Removal (%) Provided 84

Recommended Stormceptor Model STC 300

Stormceptor Sizing SummaryStormceptor Model % TSS Removal

Provided

STC 300 84

STC 750 90

STC 1000 91

STC 1500 91

STC 2000 92

STC 3000 93

STC 4000 95

STC 5000 95

STC 6000 96

STC 9000 97

STC 10000 97

STC 14000 98

StormceptorMAX Custom

The recommended Stormceptor Model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution.

Stormwater Treatment Recommendation The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table.


Notes• Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules.• Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed.• For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance.

Drainage Area

Total Area (ha) 0.294

Imperviousness % 66.0

Water Quality Objective

TSS Removal (%) 80.0

Runoff Volume Capture (%)

Oil Spill Capture Volume (L)

Peak Conveyed Flow Rate (L/s) 29.00

Water Quality Flow Rate (L/s)

Rainfall

Station Name HAMILTON A

State/Province Ontario

Station ID # 3194

Years of Records 34

Latitude 43°10'N

Longitude 79°56'W

Up Stream Storage

Storage (ha-m) Discharge (cms)

0.000 0.000

0.005 0.015

0.007 0.029

Particle Size Distribution (PSD)The selected PSD defines TSS removal

Fine Distribution

Particle Diameter(microns)

Distribution %

Specific Gravity

20.0 20.0 1.30

60.0 20.0 1.80

150.0 20.0 2.20

400.0 20.0 2.65

2000.0 20.0 2.65

Up Stream Flow Diversion

Max. Flow to Stormceptor (cms)

Sizing Details

For Stormceptor Specifications and Drawings Please Visit: http://www.imbriumsystems.com/technical-specifications
