RESIDENTIAL DEVELOPMENT 162 SNYDER’S ROAD,

BADEN, ONTARIO

FUNCTIONAL SERVICING & STORM WATER MANAGEMENT REPORT

April 08, 2021

REINDERS + LAW LTD. 64 Ontario Street North

Milton, Ontario, Canada L9T 2T1 Phone: 905-457-1618 Fax: 905-478-8552

www.reinders.ca

Ref: RRL/20048/REP/SWM

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | i

Table of Contents

1.0  Background ............................................................................................................. 1 

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

3.0  Services Design Criteria ........................................................................................... 3 

4.0  Proposed Services .................................................................................................... 4 

5.0  Stormwater Management .......................................................................................... 5 

5.1  Quantity Control ................................................................................................... 6 

5.2 Quality Control .................................................................................................... 8 

5.3 Minor Storm Sewer Network ................................................................................. 8 

5.4 Major System Drainage ........................................................................................ 9 

6.0  Erosion and Sediment Control During Construction .................................................... 9 

7.0  Conclusions ........................................................................................................... 10 

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | ii

Appendix A Figures

Figure DR1 – Pre Development Storm Drainage Areas

Figure DR2 – Post Development Storm Drainage Areas

Appendix B Design Calculations

Table B1 – Land use Breakdown and Composite Runoff Coefficients Calculations

Existing Conditions

Table B2 – Land use Breakdown and Composite Runoff Coefficients Calculations

Proposed Conditions

Table B3 – Peak Flows Calculations – Existing and proposed conditions

Table B4 - Orifice Sizing Calculations

Table B5 – Onsite Storage Calculations

Table B6 – Roof Storage Calculations

Table B7 - Storm Sewer Design Sheet

Table B8 – FUS Calculations

Appendix C

Stormceptor Sizing Summary

Appendix D

Flow Control Roof Drain

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 1

1.0 Background

Reinders + Law Ltd has been retained to prepare a functional servicing & stormwater management

report for 162 Snyder’s Road East, a residential redevelopment located on north of Snyder’s Road

and east of Brubacher street, Baden, Township of Wilmot, Regional Municipality of Waterloo.

Refer to location shown below as Figure 1.

Figure 1 - Site Location Plan

The purpose of this report is to evaluate the servicing demands and propose feasible connection

and disposal points for municipal services. The report also evaluates the impact of proposed

development in terms of stormwater requirements as per township and region criteria.

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 2

Existing Site Condition

Land Use & Legal Description

The project site area is 0.61 acres (0.246 hectares). Currently the site has vacant land with

hardscaped (concrete/asphalt) and landscape area.

A legal and topographic survey has been prepared by MacDonald Tamblyn Lord Surveying, which

identifies the site as part of lot 14, north of Snyder’s Road, Township of Wilmot, Regional

Municipality of Waterloo.

Drainage & Topography

Existing topography shows that the sites grades fall from south east corner (353.0 m) towards

north-west corner (350.80 m) of the site. The existing site sheet drains towards Brubacher street

and does not have a piped drainage system connected to the municipal storm sewers. The existing

grades around the site are proposed to be matched at the boundary limits. Figure DR1, Appendix

A shows the existing conditions, topography and land use.

Existing Services

Existing record drawings obtained from the region for Snyder’s Road and Brubacher street show

that storm, sanitary and watermain services are available for site connections. Refer Drawing SP3

for location and details. The location of existing services is summarised in table below;

Table 1 – Existing Services Summary

Service Size Location

Water 300mm AC Watermain Snyder’s Road

200mm Watermain Brubacher street

Storm 675mm Storm sewer Snyder’s Road300 mm Storm sewer Brubacher street

Sanitary 200mm Sanitary sewer Snyder’s Road200mm Sanitary sewer

150mm Sanitary ForcemainBrubacher street

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 3

The existing drawings for Snyder’s road (reconstruction) and Brubacher street are attached as

reference in Appendix E.

2.0 Proposed Development

The development proposal is for a multistory residential development with parking and residential

units. The proposed building ground floor level are 353.65 and 352.0 m (Refer drawing SP4)

Proposed site servicing, grading and erosion control plans are submitted separately as full size

drawings with this report

3.0 Services Design Criteria

The following design criteria has been used for the water demand and sanitary flow calculations

expected from the proposed development.

Table 2 – Water & Sanitary Design Criteria

WATER SYSTEM DESIGN CRITERIA 1

Residential 225 Lpcd

Max Day Factor 1.44

Peak Flow Max Day + Fire Flow

Fire Flow Calculation Method FUS Method

SANITARY SYSTEM DESIGN CRITERIA2

Residential Generation Rate 275 Lpcd

Peaking Factor Use Harmon Formula

Extraneous Flows (I/I) 0.25 L/s/ha

POPULATION DENSITY (PPU – Persons per unit)

High Density (Family Style Apartments) 1.76 ppu

1 Water System Design Criteria as per:

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 4

Region of Waterloo and Area Municipalities Design Guidelines and Supplemental Specifications for Municipal Servicing (DGSSMS)

Tri-City Distribution Master Plan, May 2009. 2 Sanitary System Design Criteria as per:

Region of Waterloo and Area Municipalities Design Guidelines and Supplemental Specifications for Municipal Servicing (DGSSMS)

Development Engineering Manual 2013, City of Waterloo

4.0 Proposed Services

Project Population

The project population is based on the following data.

No. of Residential Units: 2 Bed units + 1 Bed units

= 14 + 18 = 32 units

Based on an average number of 1.76 persons per unit, the total residential population will be 56

persons.

Water Demands

Water demand for the proposed development is calculated as follows:

Population = 56 persons

Average demand = 56 x 225 = 12,600 l/d = 0.146 l/sec

Maximum daily demand = Average demand x Peaking Factor

Maximum day demand = 0.146 x 1.44 = 0.210 l/sec

Fire Flow

Fire flow demands for the proposed building has been calculated as per guidelines of Fire

Underwriter Survey. Based on the type of construction, total floor areas and other fire suppression

related information, fire flow demands have been calculated as 9,000 L/min (150 l/sec). Refer to

Table B8, Appendix B for detailed analysis.

Peak Flow

The peak flow calculated by adding Max Day Flow + Fire Flow = 0.210+150= 150.21 /sec.

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 5

A 150mm service connections is proposed from existing 300mm watermain on Snyder’s Road.

The location of proposed water service connection is shown on drawing SP3. The existing water

service connection to the property on Snyder’s Road will be abandoned as per region/township

procedures.

Sanitary

Post development Sanitary flows are calculated as follows,

Proposed Maximum Occupancy = 56 persons

Site Area = 0.246 ha.

Average sanitary flow = 56 x 275 = 15,400 l/d = 0.178 l/sec

Harmon`s Peaking Factor = 4

Infiltration Allowance = 0.25 l/sec/ha

Design Flow = Average daily dry weather flow x Peaking factor + Infiltration Allowance

=0.178 x 4 +0.25 x 0.246= 0.774 l/sec.

A 200 mm sanitary service with control manhole inside property is proposed to be connected to

existing manhole on 200mm diameter sanitary main on Brubacher street. The location of proposed

service connection is shown on drawing SP3. The existing sanitary service connections to the

property on Snyder’s Road are proposed to be abandoned as per region/township procedures.

5.0 Stormwater Management

The preliminary storm water development is based on the following criteria as per pre consultation

comments; (Refer Table 3 below)

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 6

Table 3 – Storm Design Criteria

STORM MANAGEMENT DESIGN CRITERIA

Quantity Control Post Development 100 yr. flows to be controlled to 5yr. pre-development levels

Quality Control MOE Level 1 Enhanced level (80% removal of suspended solids)

Erosion and Sediment

Control

Adequate measures are to be implemented to minimize the

transportation of sediments out of the construction area

The following storm water management approach is proposed for the development.

Post Development Flows to be controlled to pre-development levels with onsite detention

(Parking and roof)

Quality improvement to be achieved using oil/grit separator.

5.1 Quantity Control

The site is mainly divided into catchment areas A1 and A2 based on proposed development and

grading. All catchments have been analyzed as per land use for calculation of weighted runoff

coefficients

The pre-development land use breakdown and runoff coefficient calculation is as per Table 4

below. Pre-development land use and runoff coefficient are shown in figure DR1, Appendix A.

Table 4 – Pre-Development Runoff Coefficient Calculations

Area type Area (ha)

Runoff Coefficient “R”

Area x R

Hardscape 0.187 0.90 0.17 Landscape 0.059 0.25 0.01

Total: 0.246 0.18 Weighted “R” = 0.74

Post development land use breakdown and runoff coefficient calculation is as per Table 5 below.

Post-development landuse and runoff coefficient are shown in figure DR2, Appendix A.

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 7

Table 5 – Post Development Runoff Coefficient Calculations

Area type Area (ha)

Runoff Coefficient “R”

Area x R

Conc /Asphalt 0.086 0.90 0.078 Building 0.085 0.90 0.077 Landscape Area 0.075 0.25 0.019

Total: 0.246 0.17

Weighted “R” = 0.70

Detailed breakdown of the land use and runoff coefficients during pre and post-development

conditions are given in Table B1 & Table B2, Appendix B.

5.1.1 Pre and Post Development Flow Calculations

The Rainfall intensities are calculated in accordance with city of Waterloo. Since the area of the

property is small, “Modified Rational Method” is used to estimate the discharge from the drainage

areas.

The pre and post development flows are calculated and summarised in Table B3, Appendix B.

5.1.2 Orifice Control

To ensure that only allowable 5-year predevelopment flow of 55 l/sec is released from the project

area, a 140 mm diameter orifice plate is proposed to be installed downstream of storm manhole

STM MH1. The orifice sizing calculations are attached as Table B4, Appendix B.

5.1.3 Onsite Storage

The maximum onsite storage requirement is 18 m3 for 100yr storm in order to control the site flows

to 5year predevelopment flow of 55 l/sec. The calculation of required onsite storage volume is

given in Table B5, Appendix B

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 8

Roof Storage

Building roof (Area A1, 850 m2) will be controlled with approximately 3 flow control roof drains

allowing a total flow of 6.0 l/sec. The roof detention calculations attached as Table B6, Appendix

B shows that the roof will provide a maximum storage of 34 m3 resulting in a maximum ponding

depth of 121mm at the roof drains.

The final roof drain number and locations will be finalized in mechanical design allowing the total

discharge of 6.0 l/sec. Drain specs are attached in Appendix D.

Parking Detention

Parking surface has the potential to provide 6.0 m3 of detention storage with a 150 mm maximum

storage depth for 100-year rainfall event (Refer Drawing SP4).

Therefore, a total of 34 m³ (roof + parking) of onsite detention is available compared the required

storage of 18 m3.

5.2 Quality Control

To address quality and spills control from parking area, an oil/grit separator is proposed at the last

storm manhole STMH2. The stormceptor sizing calculations are attached in Appendix “C”. which

shows that the Stormceptor Model EFO4 unit will treat the impervious area up to 85% TSS

removal for Level 1 water quality protection.

Runoff from roof is considered clean and is not subjected to further quality treatment.

5.3 Minor Storm Sewer Network

As per pre consultation comments, connection to Snyder’s road storm sewer is not preferred due

to capacity constraints. In addition, the site grades are also not feasible to provide the minimum

depth required for the storm network to connect to the Snyder’s road storm sewer.

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 9

Predevelopment flows from the site sheet drains towards Brubacher street. A catch basin (DCB1)

is available on Brubacher street 30 m north of site limit. The street catch basin connects to the

existing 2400 mm culvert crossing Brubacher street.

A 300 mm storm connection is proposed to the existing catch basin (DCB1) for site drainage (Refer

SP3)

The site storm sewer network has been designed as per city of Waterloo design criteria and IDF

curves. Design sheet is attached as Table B7, Appendix B.

5.4 Major System Drainage

The overland flow will not have an adverse impact to the proposed building since the grading of

the site ensures storm flows greater than 100 years will be able to flow overland through the site

towards Brubacher street.

6.0 Erosion and Sediment Control During Construction

During the construction period, total sediment loadings are much greater than for pre-

development and post-development conditions. Also, with site regrading and removal of

topsoil, water-borne sediment quantities will increase. To mitigate this condition, the

following sediment control measures are proposed during the construction phase.

Management of construction activities in a manner to minimize disturbed area and

duration of soil disturbance;

Implementation of multi-barrier practices i.e. source controls, conveyance and outlet

controls to enhance effectiveness of sediment controls;

Installation of mud mat at construction access;

Installation and maintenance of sediment traps at catch basins within the subject site; as

well as in the immediate vicinity.

Installation and maintenance of silt fences around the perimeter of any

construction/disturbed areas;

Functional Servicing & Stormwater Management Report 162 Snyder’s Road East, Baden April 2021 RRL No. 20048

Reinders + Law Ltd. Architects, Consulting Engineers and Project Managers

Page | 10

Periodically removal of sediments accumulated behind silt fences and sediment traps

when 50% of its individual design capacity has been reached;

After disturbed areas have been restored; paving, landscaping or other stabilization

measures have been completed, erosion and sediment control practices to be

decommissioned.

7.0 Conclusions

The post development flows from the site have been controlled to less than pre-

development levels through orifice control using roof and parking storage.

Quality control is provided through the provision of an oil/ grit separator.

Overland flow route through the site ensures that major overland flows are safely carried

through the site.

Erosion control such as installation of temporary silt fence, mud matt & rock check dams

are recommended to minimize off-site sediment transport.

Respectfully submitted,

Reinders + Law Ltd.

Yasar Ayub, M.Eng., P.Eng.

Senior Municipal Engineer

905-457-1618 x 1324

April 08,2021

 

 

 

 

 

 

 

 

 

 

  APPENDIX A

FIGURES

A1

0.09

0.90

A2

0.16

0.66

SH

EE

T S

IZ

E: A

1 6

09

.6

mm

X

9

14

.4

mm

0 10 20 30 40 50 7060 80 90 100

EXISTING TOPOGRAPHIC INFORMATION BASED

ON SURVEY PERFORMED BY MACDONALD

TAMBLYN LORD SURVEYING, A DIVISION OF

J.D. BARNES LIMITED, 4273 KING ST. E, #100,

KITCHENER, ON, N2P 2E9, DATED JAN 6, 2021,

REF. No. 20-40-003-01

NOTES

BEARINGS ARE UTM GRID, DERIVED FROM

OBSERVED REFERENCE POINTS A AND B, BY

REAL TIME NETWORK (RTN) OBSERVATIONS,

UTM ZONE 17, NAD83 (CSRS)(2010.0).

FOR BEARING COMPARISONS, A ROTATION OF

00°20'15" COUNTER-CLOCKWISE WAS

APPLIED TO BEARINGS ON PLAN 58R-1996.

ELEVATION & BENCHMARK NOTES

ELEVATIONS SHOWN HEREON ARE RELATED

TO GEODETIC DATUM AND ARE

DERIVED FROM REGION OF WATERLOO

BENCHMARK NO.130

WITH A PUBLISHED OF ELEVATION: 376.26M

NORTH

TRUE

NORTH

CONSTRUCTION

S

n

y

d

e

r's

R

o

a

d

E

a

s

t

W

h

itin

g

W

a

yB

r

u

b

a

c

h

e

r

S

t

.

SITE

F

o

rle

r S

t.

E

liz

a

b

e

th

S

t.

S

c

h

n

e

lle

r D

r.

S

c

h

n

e

l

l

e

r

C

t

C

o

a

c

h

m

a

n

's

L

n

L

o

u

i

s

a

S

t

.

KEY PLAN

(NOT TO SCALE)

OWNER APPLICANT

REINDERS & LAW LTD.

64 ONTARIO STREET NORTH

MILTON, ONTARIO

L9T 2T1

T: 905-457-1618 F: 905-457-8852

PART OF LOT 14

NORTH OF SNYDER'S ROAD

TOWNSHIP OF WILMOT

REGIONAL MUNICIPALITY OF

WATERLOO

CC

YA

KR

4/8/2021

1:200

Architecture.EngineeringReinders + Law Ltd.

64 Ontario Street Northmilton, ON L9t 2t1T. 905.457.1618 F. 905.457.8852email@reinders.ca www.reinders.ca

GENERAL NOTE:

THESE DRAWINGS ARE COPYRIGHT AND THE

PROPERTY OF REINDERS + LAW LTD. THE

DRAWINGS MAY NOT BE USED FOR

CONSTRUCTION WITHOUT THE PERMISSION OF

REINDERS + LAW LTD. AND UNLESS

SEALED AND SIGNED BY THE ARCHITECT/

ENGINEER REPRODUCTION OF THESE DRAWINGS

WITHOUT THE CONSENT OF REINDERS + LAW LTD.

IS STRICTLY PROHIBITED.

DO NOT SCALE THESE DRAWINGS. ANY ERROR OR

DISCREPANCY IS TO BE REPORTED IMMEDIATELY TO:

REINDERS + LAW LTD.

LEGEND

CATCHMENT AREA BOUNDARY

A1

0.09

0.90

CATCHMENT NO.

AREA IN HECTARES

WEIGHTED RUNOFF

COEFFICIENT

OVERLAND FLOW ROUTE

1 BED 1 BED 1 BED 1 BED 2 BED

LOBBY

AMENITY 5'x10'

8'x10'STORAGE

TYPE B TYPE A

1 20

2139

7600 [24'-11"]

5250 [17'-3"]

7600 [2

4'-1

1"]

EXTENT OF BLDG ABOVE

5

2

5

0

[1

7

'-

3

"

]

2600 [8'-6"]

1500 [4'-11"]

3700 [12'-2"]

6000 [19'-8"]

6000 [19'-8"]

6000 [19'-8"]

2750 [9']

NEW RESIDENTIAL BUILDING

AREA - 514.7 sm

BP M

CONNECT TO EXISTING 200Ø WATERMAIN

USING TAPPING VALVE & SLEEVE AS PER

REGION OF WATERLOO STANDARD

PROP. 150Ø PVC-DR18 WS

150Ø V&B

150Ø WATER

SERVICE PLUG

FFE=353.65

5m-300Ø

PVC-SDR35

STM @ 0.5%

18

m-3

00

Ø P

VC

-S

DR

35

S

TM

@

1

.0

%

250Ø STM PLUG

INV 349.98

DCBMH1(1200Ø)

OPSD 701.010

TOP 351.40

S INV 349.80

W INV 349.80

3.0m-300Ø PVC-SDR35 STM @ 0.5%

STM MH2 (1200Ø)

STORMCEPTOR EFO4

OPSD 701.010

TOP 351.20

NW INV 349.67

E INV 349.74

30m

-300Ø

P

VC

-S

DR

35 S

TM

@

0.5%

STM MH1 (1200Ø)

OPSD 701.010

TOP 351.70

W INV 349.77

E INV 349.77

6m-300Ø

PVC-SDR35

STM @ 0.5%

140Ø ORIFICE PLATE

P

R

O

P

. 1

5

0

Ø

P

V

C

-

D

R

1

8

W

M

CBMH1 (1200Ø)

OPSD 701.010

TOP 351.02

N INV 349.65

E INV 349.65

200Ø SAN PLUG

INV 350.22

8m-200Ø PVC-SDR35

SAN @ 1%

SAN CONTROL

MH1(1200Ø)

OPSD 701.010

TOP 351.65

E INV 350.14

W INV 350.11

1

3

m

9 BRUBACHER ST.

9m-200Ø PVC-SDR35

SAN @ 1%

CORE & CONNECT TO Ex MANHOLE

RE-BENCH AS PER REGION OF

WATERLOO STANDARDS

PROP. INV 350.02

R

O

A

D

R

E

S

T

O

R

A

T

IO

N

A

S

P

E

R

R

E

G

IO

N

O

F

W

A

T

E

R

L

O

O

S

T

D

.

ROAD RESTORATION

AS PER REGION OF

WATERLOO STD.

PIPE CROSSING-1

Ex 200Ø WM OBV 349.55

PROP. 200Ø SAN INV 350.05

FFE=352.00

DCBMH2 (1200Ø)

OPSD 701.010

(REPLACE EXISTING DCB WITH

DCBMH)

TOP 350.68

N INV 349.18 (Ex 300Ø STM)

S INV 349.50 (PROP. 300Ø STM)

A1

0.09

0.90

A2

0.16

0.60

SH

EE

T S

IZ

E: A

1 6

09

.6

mm

X

9

14

.4

mm

0 10 20 30 40 50 7060 80 90 100

EXISTING TOPOGRAPHIC INFORMATION BASED

ON SURVEY PERFORMED BY MACDONALD

TAMBLYN LORD SURVEYING, A DIVISION OF

J.D. BARNES LIMITED, 4273 KING ST. E, #100,

KITCHENER, ON, N2P 2E9, DATED JAN 6, 2021,

REF. No. 20-40-003-01

NOTES

BEARINGS ARE UTM GRID, DERIVED FROM

OBSERVED REFERENCE POINTS A AND B, BY

REAL TIME NETWORK (RTN) OBSERVATIONS,

UTM ZONE 17, NAD83 (CSRS)(2010.0).

FOR BEARING COMPARISONS, A ROTATION OF

00°20'15" COUNTER-CLOCKWISE WAS

APPLIED TO BEARINGS ON PLAN 58R-1996.

ELEVATION & BENCHMARK NOTES

ELEVATIONS SHOWN HEREON ARE RELATED

TO GEODETIC DATUM AND ARE

DERIVED FROM REGION OF WATERLOO

BENCHMARK NO.130

WITH A PUBLISHED OF ELEVATION: 376.26M

NORTH

TRUE

NORTH

CONSTRUCTION

S

n

y

d

e

r's

R

o

a

d

E

a

s

t

W

h

itin

g

W

a

yB

r

u

b

a

c

h

e

r

S

t

.

SITE

F

o

rle

r S

t.

E

liz

a

b

e

th

S

t.

S

c

h

n

e

lle

r D

r.

S

c

h

n

e

l

l

e

r

C

t

C

o

a

c

h

m

a

n

's

L

n

L

o

u

i

s

a

S

t

.

KEY PLAN

(NOT TO SCALE)

OWNER APPLICANT

REINDERS & LAW LTD.

64 ONTARIO STREET NORTH

MILTON, ONTARIO

L9T 2T1

T: 905-457-1618 F: 905-457-8852

PART OF LOT 14

NORTH OF SNYDER'S ROAD

TOWNSHIP OF WILMOT

REGIONAL MUNICIPALITY OF

WATERLOO

CC

YA

KR

4/8/2021

1:200

Architecture.EngineeringReinders + Law Ltd.

64 Ontario Street Northmilton, ON L9t 2t1T. 905.457.1618 F. 905.457.8852email@reinders.ca www.reinders.ca

GENERAL NOTE:

THESE DRAWINGS ARE COPYRIGHT AND THE

PROPERTY OF REINDERS + LAW LTD. THE

DRAWINGS MAY NOT BE USED FOR

CONSTRUCTION WITHOUT THE PERMISSION OF

REINDERS + LAW LTD. AND UNLESS

SEALED AND SIGNED BY THE ARCHITECT/

ENGINEER REPRODUCTION OF THESE DRAWINGS

WITHOUT THE CONSENT OF REINDERS + LAW LTD.

IS STRICTLY PROHIBITED.

DO NOT SCALE THESE DRAWINGS. ANY ERROR OR

DISCREPANCY IS TO BE REPORTED IMMEDIATELY TO:

REINDERS + LAW LTD.

LEGEND

CATCHMENT AREA BOUNDARY

A1

0.09

0.90

CATCHMENT NO.

AREA IN HECTARES

WEIGHTED RUNOFF

COEFFICIENT

OVERLAND FLOW ROUTE

 

 

 

 

 

 

 

 

 

 

  APPENDIX B

DESIGN CALCULATIONS

TABLE B1. Land use Breakdown and Composite Runoff Coefficients CalculationsExisting Conditions

Project: 162 Snyder's Road East, Baden,ON Date:RRL No: 20048 By: YA

TABLE B1.1 EXISTING LAND USE COVER AND RUNOFF COEFFICIENTS

A, Area R, Runoff

(hectares) Coefficient Hardscaped 0.187 0.90 0.17

Landscaped 0.059 0.25 0.01

Overall 0.246 0.74 0.18

TABLE B1.2 AREA A1

A, Area R, Runoff A x R

(hectares) Coefficient

Hardscaped 0.085 0.90 0.077

Landscaped 0.000 0.25 0.000

Overall 0.085 0.90 0.077

TABLE B1.3 AREA A2

A, Area R, Runoff A x R

(hectares) Coefficient

Hardscaped 0.102 0.9 0.091

Landscaped 0.059 0.25 0.015

Overall 0.161 0.66 0.106

ExistingA x R

Land Use Cover

Land Use/ Cover

Proposed

Land Use/ Cover

Proposed

01-Apr-21

TABLE B2. Land use Breakdown and Composite Runoff Coefficients CalculationsProposed Conditions

Project: 162 Snyder's Road East, Baden,ON Date:RRL No: 20048 By: YA

TABLE B2.1 PROPOSED LAND USE COVER AND RUNOFF COEFFICIENTS

A, Area R, Runoff A x R

(hectares) Coefficient

Concrete/ Asphalt 0.0855 0.90 0.077

Bldg/Roof 0.0850 0.90 0.077

Landscaped 0.0752 0.25 0.019

Overall 0.2457 0.70 0.172

TABLE B2.2 AREA A1

A, Area R, Runoff A x R

(hectares) Coefficient

0.085 0.90 0.077

Overall 0.0850 0.90 0.077

TABLE B2.3 AREA A2

A, Area R, Runoff A x R

(hectares) Coefficient

Concrete/Asphalt 0.086 0.90 0.077

Landscaped 0.075 0.25 0.019

Overall 0.161 0.60 0.096

Bldg/ Roof

Proposed

Land Use/ Cover

01-Apr-21

Land Use/ Cover

Proposed

Proposed

Land Use/ Cover

TABLE B3 PEAK FLOWS CALCULATION USING RATIONAL METHOD

EXISTING AND PROPOSED CONDITIONS

Project: 162 Snyder's Road East, Baden,ON Date:RRL No: 20048 By: YA

TABLE B3.1 Intensity-Duration-Frequency Parameters, City of Waterloo

I = A/(Tc+B)C

Return Period IDF Parameters

Intensity (mm/hr)

A B C Tc 10 min

2 year 1101 9.258 0.882 81.1

5 year 1755 12.347 0.895 108.8

25 year 3261 16.193 0.938 152.4

100 year 4692 17.437 0.956 197.8

TABLE B3.2 Peak Flows - Existing Conditions

Area (ha.) R A x R

0.085 0.90 0.08 Area A1

0.161 0.66 0.11 Area A2

0.246 0.74 0.18 Total Area

2 year 5 year 25 year 100 year

81.1 108.8 152.4 197.8

0.017 0.023 0.032 0.042 Area A1-Roof

0.024 0.032 0.045 0.058 Area A2

0.041 0.055 0.077 0.100 Total

TABLE B3.3 Peak Flows - Proposed Condition

Proposed Condition Area (ha.) R A x R

0.085 0.90 0.08 Area A1

0.161 0.60 0.10 Area A2

0.246 0.70 0.17 Total Area

2 year 5 year 25 year 100 year

81.1 108.8 152.4 197.8

0.017 0.023 0.032 0.042 A1-Roof

0.022 0.029 0.041 0.053 A2

0.039 0.052 0.073 0.095 Total

0.006 0.006 0.006 0.006 A1-Roof

0.055 0.055 0.055 0.055 A2- Orifice

0.061 0.061 0.061 0.061 Total

TABLE B3.4 Change in Peak Flows (Reduction -ve; Increase +ve)

Percent Change (%)

48.9% 10.9% -20.9% -39.0%

Intensity (mm/hr)

Peak Flow (cms) - Uncontrolled

Peak Flow (cms) - Controlled

T c = 10 minutes

01‐Apr‐21

Storm Event

Existing Condition

T c = 10 minutes

Storm Event

Intensity (mm/hr)

Peak Flow (cms)

Table B4 – Orifice Sizing Calculations

Project: 162 Snyder's Road East, Baden,ON Date:

RRL No: 20048 By: YA

Orifice Formula Q =ca(2gh)1/2

C ( Orifice plate) = 0.62

Manhole HWL Orifice

Inv.c a g

Orifice dia.

h

(m) (m) (m2) (m/sec2) (m) (m) (m3/sec) (lit/sec)

STMMH3 351.55 349.77 0.62 0.015314 9.81 0.140 1.71 0.055 55.000

Proposed Orifice plate of Dia. 140 mm with flow control of 55 lit/sec

Q

01-Apr-21

TABLE B5: ON-SITE STORAGE CALCULATION USING RATIONAL METHOD

100 YEAR RETURN STORM ‐ 5 yr Pre‐Development

Project: 162 Snyder's Road East, Baden,ON Date:

RRL No: 20048 By: YA  

Area 0.246 ha.

Runoff Coefficient 0.70

Release Rate 0.055 m3/s

Inflow Outflow

Duration Intensity Release Inflow Volume Volume Storage

(min) (mm/hr) (m3/s) (m3/s) (m3) (m3) (m3)

10 197.82 0.055 0.095 56.8 39.9 17

15 168.57 0.055 0.081 72.6 54.7 18

20 146.98 0.055 0.070 84.4 69.6 15

25 130.38 0.055 0.062 93.5 84.4 9

30 117.21 0.055 0.056 100.9 99.3 2

35 106.51 0.055 0.051 107.0 114.2 ‐7

40 97.63 0.055 0.047 112.1 129.1 ‐17

45 90.14 0.055 0.043 116.4 144.0 ‐28

50 83.74 0.055 0.040 120.2 158.8 ‐39

55 78.21 0.055 0.037 123.5 173.7 ‐50

60 73.37 0.055 0.035 126.3 188.6 ‐62

65 69.11 0.055 0.033 128.9 203.5 ‐75

70 65.33 0.055 0.031 131.2 218.5 ‐87

75 61.95 0.055 0.030 133.3 233.4 ‐100

80 58.91 0.055 0.028 135.3 248.3 ‐113

85 56.15 0.055 0.027 137.0 263.2 ‐126

90 53.65 0.055 0.026 138.6 278.1 ‐140

95 51.37 0.055 0.025 140.1 293.1 ‐153

Required Storage (m3) 18

01‐Apr‐21

TABLE B6: ON-SITE STORAGE CALCULATION USING RATIONAL METHOD

100 YEAR RETURN STORM ‐ ROOF CONTROL

Project: 162 Snyder's Road East, Baden,ON Date:

RRL No: 20048 By: YA  

Area 0.085 ha.

Runoff Coefficient 0.90

Release Rate 0.006 m3/s

Inflow Outflow

Duration Intensity Release Inflow Volume Volume Storage

(min) (mm/hr) (m3/s) (m3/s) (m3) (m3) (m3)

10 197.82 0.006 0.042 25.2 5.1 20

15 168.57 0.006 0.036 32.2 6.9 25

20 146.98 0.006 0.031 37.5 8.7 29

25 130.38 0.006 0.028 41.6 10.4 31

30 117.21 0.006 0.025 44.8 12.2 33

35 106.51 0.006 0.023 47.5 13.9 34

40 97.63 0.006 0.021 49.8 15.7 34

45 90.14 0.006 0.019 51.7 17.4 34

50 83.74 0.006 0.018 53.4 19.2 34

55 78.21 0.006 0.017 54.8 21.0 34

60 73.37 0.006 0.016 56.1 22.7 33

65 69.11 0.006 0.015 57.3 24.5 33

70 65.33 0.006 0.014 58.3 26.2 32

75 61.95 0.006 0.013 59.2 28.0 31

80 58.91 0.006 0.013 60.1 29.7 30

85 56.15 0.006 0.012 60.9 31.5 29

90 53.65 0.006 0.011 61.6 33.3 28

95 51.37 0.006 0.011 62.2 35.0 27

100 49.28 0.006 0.010 62.8 36.8 26

105 47.35 0.006 0.010 63.4 38.5 25

110 45.58 0.006 0.010 63.9 40.3 24

115 43.93 0.006 0.009 64.4 42.0 22

120 42.4 0.006 0.009 64.9 43.8 21

150 35.11 0.006 0.007 67.1 54.4 13

180 29.99 0.006 0.006 68.8 64.9 4

210 26.2 0.006 0.006 70.2 75.5 ‐5

240 23.27 0.006 0.005 71.2 86.0 ‐15

270 20.95 0.006 0.004 72.1 96.6 ‐24

300 19.05 0.006 0.004 72.9 107.1 ‐34

330 17.47 0.006 0.004 73.5 117.7 ‐44

360 16.14 0.006 0.003 74.1 128.3 ‐54

390 15.01 0.006 0.003 74.6 138.8 ‐64

420 14.02 0.006 0.003 75.1 149.4 ‐74

Required Storage (m3) 34

01‐Apr‐21

Reinders and Law Ltd.

DESIGN STORM: Project:

I (5-YEAR): 1755/(Tc+12.347)^0.895 ,Tc in minutes PREPARED BY:

tc (start): FILE No.: DATE PREPARED

A R A x R ACC. td I q TIMELOCATION FROM TO area runoff A x R (5-YR) size slope length Q full V full SECT. REMARKS

MH # MH# (ha) coeff. (min) (mm/hr) (l/s) (mm) (%) (m) (l/s) (m/s) (min)Building STM Plug DCBMH1 0.085 0.90 0.08 0.08 10.00 108.82 23 300 1.00 18.00 97 1.37 0.22Parking DCBMH1 STMMH1 0.161 0.70 0.11 0.19 10.22 107.88 57 300 0.50 6.00 68 0.97 0.10

Parking STMMH1 STMMH2 0.000 0.70 0.00 0.19 10.32 107.44 56 300 0.50 5.00 68 0.97 0.09

Parking STMMH2 CBMH1 0.000 0.70 0.00 0.19 10.41 107.07 56 300 0.50 3.00 68 0.97 0.05

Parking CBMH1 Ex. DCB1 0.000 0.70 0.00 0.19 10.46 106.86 56 300 0.50 30.00 68 0.97 0.52

01-Apr-21

MANHOLES STORM SEWER DESIGN INFORMATION

5 YEAR RETURN

10.0 minutes

Table B7 -Storm Drainage Design Sheet

162 Snyder's Road East, Baden,ON

20048

Y.A

--

TABLE B8 FIRE FLOW CALCULATION as perFIRE UNDERWRITERS SURVEY (1999)

PROJECT: 162 Snyder's Road East, Baden

1. Fire Flow Equation

where F is the required fire flow [LPM]C is the coefficient determined by type of construction [unitless]A is the total protection area [sq.m]

2. Architecture Information

Type of Construction Ordinary ConstructionCombustible

Sprinkler Provided (Y/N) No

Total Floor Area [sq.m] 1184 Largest Floor + 25% of two adjoining floorsCoefficient, C [1] 1.0 OrdinaryFire Flow, F [LPM] 7569

3. Occupancy ReductionOccupancy Adjustment 1.00Fire Flow, F [LPM] 7569

4. Sprinkler ReductionSprinkler Reduction 0.30

Sprinkler Reduction [LPM] 2271

5. Exposure AdjustmentNorth 5%East 20%South 10%West 15%

Total 50%Exposure Adjustment [LPM] 3785

6. Required Fire Flow, Duration & VolumeFire Flow, F [LPM] 7569Sprinkler Reduction [LPM] 2271Exposure Adjustment [LPM] 3785Required Fire Flow [LPM] 9083Required Fire Flow [LPM] 9000 Round to nearest 1000Required Fire Flow [LPS] 150Req. Duration of Fire Flow [hrs] 2Req. Storage [cubic.m] 1080

F = 220 C √ A

Fire Rating

 

 

 

 

 

 

 

 

 

 

  APPENDIX C

STORMCEPTOR SIZING SUMMARY

STORMCEPTOR®ESTIMATED NET ANNUAL SEDIMENT (TSS) LOAD REDUCTION

Recommended Stormceptor EFO Model: EFO4Estimated Net Annual Sediment (TSS) Load Reduction (%): 85

Project Name: 162 Synder's Road East

Project Number: 20048

Designer Name: Usman Arif

Designer Company: JIC

Designer Email: yayub@jainconsultants.com

Designer Phone: 416-668-6367

EOR Name:

EOR Company:EOR Email:EOR Phone:

Province: Ontario

City: Baden, Waterloo

Nearest Rainfall Station: WATERLOO WELLINGTON AP

NCDC Rainfall Station Id: 9387

Years of Rainfall Data: 34

Net Annual Sediment (TSS) Load Reduction

Sizing SummaryStormceptor

ModelTSS Removal Provided (%)

EFO4 85EFO6 89EFO8 91

EFO10 92EFO12 92

Oil / Fuel Spill Risk Site? Yes

Upstream Flow Control? No

Peak Conveyance (maximum) Flow Rate (L/s):

Site Sediment Transport Rate (kg/ha/yr):

Required Water Quality Runoff Volume Capture (%): 90.00

Estimated Water Quality Flow Rate (L/s): 6.86

Drainage Area (ha): 0.25

Runoff Coefficient 'c': 0.70

Particle Size Distribution: Fine

Target TSS Removal (%): 80.0

Site Name: site

Water Quality Runoff Volume Capture (%): > 90

03/30/2021

www.imbriumsystems.comPage 1info@imbriumsystems.com

THIRD-PARTY TESTING AND VERIFICATION►Stormceptor® EF and Stormceptor® EFO are the latest evolutions in the Stormceptor® oil-grit separator (OGS) technology series, and are designed to remove a wide variety of pollutants from stormwater and snowmelt runoff. These technologies have been third-party tested in accordance with the Canadian ETV Procedure for Laboratory Testing of Oil-Grit Separators and performance has been third-party verified in accordance with the ISO 14034 Environmental Technology Verification (ETV) protocol.

PERFORMANCE►Stormceptor® EF and EFO remove stormwater pollutants through gravity separation and floatation, and feature a patent-pending design that generates positive removal of total suspended solids (TSS) throughout each storm event, including high-intensity storms. Captured pollutants include sediment, free oils, and sediment-bound pollutants such as nutrients, heavy metals, and petroleum hydrocarbons. Stormceptor is sized to remove a high level of TSS from the frequent rainfall events that contribute the vast majority of annual runoff volume and pollutant load. The technology incorporates an internal bypass to convey excessive stormwater flows from high-intensity storms through the device without resuspension and washout (scour) of previously captured pollutants. Proper routine maintenance ensures high pollutant removal performance and protection of downstream waterways.

PARTICLE SIZE DISTRIBUTION (PSD)►The Canadian ETV PSD shown in the table below was used, or in part, for this sizing. This is the identical PSD that is referenced in the Canadian ETV Procedure for Laboratory Testing of Oil-Grit Separators for both sediment removal testing and scour testing. The Canadian ETV PSD contains a wide range of particle sizes in the sand and silt fractions, and is considered reasonably representative of the particle size fractions found in typical urban stormwater runoff.

www.imbriumsystems.comPage 2info@imbriumsystems.com

Rainfall Intensity(mm / hr)

Percent Rainfall Volume

(%)

Cumulative Rainfall Volume

(%)

Flow Rate (L/s) Flow Rate

(L/min)

Surface Loading

Rate (L/min/m²)

Removal Efficiency

(%)

Incremental Removal

(%)

Cumulative Removal

(%)

1 49.9 49.9 0.49 29.0 24.0 93 46.4 46.4

2 7.0 56.9 0.97 58.0 49.0 93 6.5 52.9

3 7.0 63.9 1.46 88.0 73.0 90 6.3 59.2

4 4.4 68.3 1.95 117.0 97.0 88 3.9 63.1

5 3.2 71.5 2.43 146.0 122.0 85 2.7 65.8

6 3.5 75.0 2.92 175.0 146.0 83 2.9 68.7

7 3.1 78.1 3.41 204.0 170.0 79 2.5 71.1

8 2.3 80.4 3.89 234.0 195.0 77 1.8 72.9

9 1.9 82.3 4.38 263.0 219.0 75 1.4 74.3

10 2.0 84.3 4.87 292.0 243.0 72 1.4 75.8

11 1.8 86.1 5.35 321.0 268.0 71 1.3 77.1

12 1.4 87.5 5.84 350.0 292.0 68 1.0 78.0

13 1.3 88.8 6.32 379.0 316.0 66 0.9 78.9

14 1.1 89.9 6.81 409.0 341.0 63 0.7 79.6

15 1.1 91.0 7.30 438.0 365.0 62 0.7 80.2

16 0.8 91.8 7.78 467.0 389.0 59 0.5 80.7

17 1.0 92.8 8.27 496.0 414.0 58 0.6 81.3

18 0.9 93.7 8.76 525.0 438.0 57 0.5 81.8

19 0.7 94.4 9.24 555.0 462.0 56 0.4 82.2

20 0.8 95.2 9.73 584.0 487.0 56 0.4 82.6

21 0.6 95.8 10.22 613.0 511.0 55 0.3 83.0

22 0.5 96.3 10.70 642.0 535.0 54 0.3 83.2

23 0.4 96.7 11.19 671.0 559.0 53 0.2 83.5

24 0.2 96.9 11.68 701.0 584.0 53 0.1 83.6

25 0.2 97.1 12.16 730.0 608.0 52 0.1 83.7

www.imbriumsystems.comPage 3info@imbriumsystems.com

Rainfall Intensity(mm / hr)

Percent Rainfall Volume

(%)

Cumulative Rainfall Volume

(%)

Flow Rate (L/s) Flow Rate

(L/min)

Surface Loading

Rate (L/min/m²)

Removal Efficiency

(%)

Incremental Removal

(%)

Cumulative Removal

(%)

26 0.3 97.4 12.65 759.0 632.0 52 0.2 83.8

27 0.2 97.6 13.14 788.0 657.0 52 0.1 83.9

28 0.1 97.7 13.62 817.0 681.0 52 0.1 84.0

29 0.2 97.9 14.11 847.0 705.0 52 0.1 84.1

30 0.1 98.0 14.60 876.0 730.0 51 0.1 84.1

31 0.2 98.2 15.08 905.0 754.0 51 0.1 84.2

32 0.0 98.2 15.57 934.0 778.0 51 0.0 84.2

33 0.1 98.3 16.05 963.0 803.0 51 0.1 84.3

34 0.1 98.4 16.54 992.0 827.0 51 0.1 84.3

35 0.0 98.4 17.03 1022.0 851.0 51 0.0 84.3

36 0.1 98.5 17.51 1051.0 876.0 51 0.1 84.4

37 0.0 98.5 18.00 1080.0 900.0 51 0.0 84.4

38 0.2 98.7 18.49 1109.0 924.0 50 0.1 84.5

39 0.2 98.9 18.97 1138.0 949.0 50 0.1 84.6

40 0.1 99.0 19.46 1168.0 973.0 50 0.1 84.6

41 0.1 99.1 19.95 1197.0 997.0 50 0.1 84.7

42 0.0 99.1 20.43 1226.0 1022.0 50 0.0 84.7

43 0.0 99.1 20.92 1255.0 1046.0 50 0.0 84.7

44 0.1 99.2 21.41 1284.0 1070.0 49 0.0 84.7

45 0.0 99.2 21.89 1314.0 1095.0 49 0.0 84.7

46 0.1 99.3 22.38 1343.0 1119.0 49 0.0 84.8

47 0.0 99.3 22.87 1372.0 1143.0 49 0.0 84.8

48 0.0 99.3 23.35 1401.0 1168.0 48 0.0 84.8

49 0.0 99.3 23.84 1430.0 1192.0 48 0.0 84.8

50 0.1 99.4 24.33 1460.0 1216.0 48 0.0 84.8

Estimated Net Annual Sediment (TSS) Load Reduction = 85 %

www.imbriumsystems.comPage 4info@imbriumsystems.com

RAINFALL DATA FROM WATERLOO WELLINGTON AP RAINFALL STATION

INCREMENTAL AND CUMULATIVE TSS REMOVAL FOR THE RECOMMENDED STORMCEPTOR® MODEL

www.imbriumsystems.comPage 5info@imbriumsystems.com

Maximum Pipe Diameter / Peak ConveyanceStormceptor

EF / EFO Model Diameter Min Angle Inlet / Outlet Pipes

Max Inlet Pipe Diameter

Max Outlet Pipe Diameter

Peak Conveyance Flow Rate

(m) (ft) (mm) (in) (mm) (in) (L/s) (cfs)EF4 / EFO4 1.2 4 90 609 24 609 24 425 15

EF6 / EFO6 1.8 6 90 914 36 914 36 990 35

EF8 / EFO8 2.4 8 90 1219 48 1219 48 1700 60

EF10 / EFO10 3.0 10 90 1828 72 1828 72 2830 100

EF12 / EFO12 3.6 12 90 1828 72 1828 72 2830 100

►Stormceptor® EF and EFO feature an internal bypass and superior scour prevention technology that have been demonstrated in third-party testing according to the scour testing provisions of the Canadian ETV Procedure for Laboratory Testing of Oil-Grit Separators, and the exceptional scour test performance has been third-party verified in accordance with the ISO 14034 ETV protocol. As a result, Stormceptor EF and EFO are approved for online installation, eliminating the need for costly additional bypass structures, piping, and installation expense.

SCOUR PREVENTION AND ONLINE CONFIGURATION

DESIGN FLEXIBILITY►Stormceptor® EF and EFO offers design flexibility in one simplified platform, accepting stormwater flow from a single inlet pipe or multiple inlet pipes, and/or surface runoff through an inlet grate. The device can also serve as a junction structure, accommodate a 90-degree inlet-to-outlet bend angle, and can be modified to ensure performance in submerged conditions.

OIL CAPTURE AND RETENTION►While Stormceptor® EF will capture and retain oil from dry weather spills and low intensity runoff, Stormceptor® EFO has demonstrated superior oil capture and greater than 99% oil retention in third-party testing according to the light liquid re-entrainment testing provisions of the Canadian ETV Procedure for Laboratory Testing of Oil-Grit Separators. Stormceptor EFO is recommended for sites where oil capture and retention is a requirement.

www.imbriumsystems.comPage 6info@imbriumsystems.com

INLET-TO-OUTLET DROP Elevation differential between inlet and outlet pipe inverts is dictated by the angle at which the inlet pipe(s) enters the unit.0° - 45° : The inlet pipe is 1-inch (25mm) higher than the outlet pipe.45° - 90° : The inlet pipe is 2-inches (50mm) higher than the outlet pipe.

HEAD LOSS The head loss through Stormceptor EF is similar to that of a 60-degree bend structure. The applicable K value for calculating minor losses through the unit is 1.1. For submerged conditions the applicable K value is 3.0.

Pollutant Capacity

Stormceptor EF / EFO

Model Diameter

Depth (Outlet Pipe Invert to Sump Floor)

Oil Volume Recommended

Sediment Maintenance Depth *

Maximum Sediment Volume * Maximum

Sediment Mass **

(m) (ft) (m) (ft) (L) (Gal) (mm) (in) (L) (ft³) (kg) (lb)EF4 / EFO4 1.2 4 1.52 5.0 265 70 203 8 1190 42 1904 5250EF6 / EFO6 1.8 6 1.93 6.3 610 160 305 12 3470 123 5552 15375EF8 / EFO8 2.4 8 2.59 8.5 1070 280 610 24 8780 310 14048 38750

EF10 / EFO10 3.0 10 3.25 10.7 1670 440 610 24 17790 628 28464 78500EF12 / EFO12 3.6 12 3.89 12.8 2475 655 610 24 31220 1103 49952 137875

*Increased sump depth may be added to increase sediment storage capacity ** Average density of wet packed sediment in sump = 1.6 kg/L (100 lb/ft³ )

STANDARD STORMCEPTOR EF/EFO DRAWINGSFor standard details, please visit http://www.imbriumsystems.com/stormwater-treatment-solutions/stormceptor-ef

STANDARD STORMCEPTOR EF/EFO SPECIFICATIONFor specifications, please visit http://www.imbriumsystems.com/stormwater-treatment-solutions/stormceptor-ef

www.imbriumsystems.comPage 7info@imbriumsystems.com

PART 1 – GENERAL

1.1 WORK INCLUDED

This section specifies requirements for selecting, sizing, and designing an underground Oil Grit Separator (OGS) device for stormwater quality treatment, with third-party testing results and a Statement of Verification in accordance with ISO 14034 Environmental Management – Environmental Technology Verification (ETV).

1.2 REFERENCE STANDARDS & PROCEDURES

ISO 14034:2016 Environmental management – Environmental technology verification (ETV)

Canadian Environmental Technology Verification (ETV) Program’s Procedure for Laboratory Testing of Oil-Grit Separators 1.3 SUBMITTALS 1.3.1 All submittals, including sizing reports & shop drawings, shall be submitted upon request with each order to the contractor then forwarded to the Engineer of Record for review and acceptance. Shop drawings shall detail all OGS components, elevations, and sequence of construction.

1.3.2 Alternative devices shall have features identical to or greater than the specified device, including: treatment chamber diameter, treatment chamber wet volume, sediment storage volume, and oil storage volume.

1.3.3 Unless directed otherwise by the Engineer of Record, OGS stormwater quality treatment product substitutions or alternatives submitted within ten days prior to project bid shall not be accepted. All alternatives or substitutions submitted shall be signed and sealed by a local registered Professional Engineer, based on the exact same criteria detailed in Section 3, in entirety, subject to review and approval by the Engineer of Record.

PART 2 – PRODUCTS

2.1 OGS POLLUTANT STORAGE

The OGS device shall include a sump for sediment storage, and a protected volume for the capture and storage of petroleum hydrocarbons and buoyant gross pollutants. The minimum sediment & petroleum hydrocarbon storage capacity shall be as follows:

2.1.1 4 ft (1219 mm) Diameter OGS Units: 1.19 m³ sediment / 265 L oil

6 ft (1829 mm) Diameter OGS Units: 3.48 m³ sediment / 609 L oil

8 ft (2438 mm) Diameter OGS Units: 8.78 m³ sediment / 1,071 L oil

10 ft (3048 mm) Diameter OGS Units: 17.78 m³ sediment / 1,673 L oil

12 ft (3657 mm) Diameter OGS Units: 31.23 m³ sediment / 2,476 L oil

PART 3 – PERFORMANCE & DESIGN

3.1 GENERAL The OGS stormwater quality treatment device shall be verified in accordance with ISO 14034:2016 Environmental management – Environmental technology verification (ETV). The OGS stormwater quality treatment device shall

STANDARD PERFORMANCE SPECIFICATION FOR “OIL GRIT SEPARATOR” (OGS) STORMWATER QUALITY TREATMENT DEVICE

www.imbriumsystems.comPage 8info@imbriumsystems.com

remove oil, sediment and gross pollutants from stormwater runoff during frequent wet weather events, and retain these pollutants during less frequent high flow wet weather events below the insert within the OGS for later removal during maintenance. The Manufacturer shall have at least ten (10) years of local experience, history and success in engineering design, manufacturing and production and supply of OGS stormwater quality treatment device systems, acceptable to the Engineer of Record.

3.2 SIZING METHODOLOGY

The OGS device shall be engineered, designed and sized to provide stormwater quality treatment based on treating a minimum of 90 percent of the average annual runoff volume and a minimum removal of an annual average 60% of the sediment (TSS) load based on the Particle Size Distribution (PSD) specified in the sizing report for the specified device. Sizing shall be determined using historical rainfall data and a sediment removal performance curve derived from the actual third-party verified laboratory testing data. The OGS device shall also have sufficient annual sediment storage capacity as specified and calculated in Section 2.1.

3.3 CANADIAN ETV or ISO 14034 ETV VERIFICATION OF SCOUR TESTING

The OGS device shall have Canadian ETV or ISO 14034 ETV Verification of third-party scour testing conducted in accordance with the Canadian ETV Program’s Procedure for Laboratory Testing of Oil-Grit Separators.

3.3.1 To be acceptable for on-line installation, the OGS device must demonstrate an average scour test effluent concentration less than 10 mg/L at each surface loading rate tested, up to and including 2600 L/min/m².

3.4 LIGHT LIQUID RE-ENTRAINMENT SIMULATION TESTING

The OGS device shall have Canadian ETV or ISO 14034 ETV Verification of completed third-party Light Liquid Re-entrainment Simulation Testing in accordance with the Canadian ETV Program’s Procedure for Laboratory Testing of Oil-Grit Separators, with results reported within the Canadian ETV or ISO 14034 ETV verification. This re-entrainment testing is conducted with the device pre-loaded with low density polyethylene (LDPE) plastic beads as a surrogate for light liquids such as oil and fuel. Testing is conducted on the same OGS unit tested for sediment removal to assess whether light liquids captured after a spill are effectively retained at high flow rates.

3.4.1     For an OGS device to be an acceptable stormwater treatment device on a site where vehicular traffic          occurs and the potential for an oil or fuel spill exists, the OGS device must have reported verified performance          results of greater than 99% cumulative retention of LDPE plastic beads for the five specified surface loading rates           (ranging 200 L/min/m2 to 2600 L/min/m2) in accordance with the Light Liquid Re-entrainment Simulation Testing          within the Canadian ETV Program’s Procedure for Laboratory Testing of Oil-Grit Separators.However, an          OGS device shall not be allowed if the Light Liquid Re-entrainment Simulation Testing was performed with          screening components within the OGS device that are effective at retaining the LDPE plastic beads, but would          not be expected to retain light liquids such as oil and fuel.

www.imbriumsystems.comPage 9info@imbriumsystems.com

05/

26/1

7IN

ITIA

L R

ELE

AS

EJS

K

16/

8/18

UP

DA

TE

SJS

K

####

####

####

####

####

####

####

####

####

####

####

####

SC

AL

E =

NT

S

DATE:

APPROVED:CHECKED:

SHEET:

OF

DRAWN:DESIGNED:

1

SEQUENCE No.:PROJECT No.:

1

JSK

SP

*EFO4

BSF

JSK

10/13/2017

HYDROCARBON STORAGE REQ'D (L)

WATER QUALITY FLOW RATE (L/s)

PEAK FLOW RATE (L/s)

RETURN PERIOD OF PEAK FLOW (yrs)

DRAINAGE AREA (HA)

PIPE DATA: I.E. MAT'L DIA

INLET #1

INLET #2

OUTLET

SITE SPECIFIC DATA REQUIREMENTS

DRAINAGE AREA IMPERVIOUSNESS (%)

* PER ENGINEER OF RECORD

SLOPE % HGL

STORMCEPTOR MODEL

*

*

*

*

*

*

EFO4

*

*

* *

*

* *

*

* *

*

* *

*

*

GENERAL NOTES:* MAXIMUM SURFACE LOADING RATE (SLR) INTO LOWER CHAMBER THROUGH

DROP PIPE IS 1135 L/min/m2 (27.9 gpm/ft2) FOR STORMCEPTOR EF4 AND 535L/min/m2 (13.1 gpm/ft2) FOR STORMCEPTOR EFO4 (OIL CAPTURECONFIGURATION). WEIR HEIGHT IS 150 mm (6 INCH) FOR EF04.

1. ALL DIMENSIONS INDICATED ARE IN MILLIMETERS (INCHES) UNLESSOTHERWISE SPECIFIED.

2. STORMCEPTOR STRUCTURE INLET AND OUTLET PIPE SIZE AND ORIENTATIONSHOWN FOR INFORMATIONAL PURPOSES ONLY.

3. UNLESS OTHERWISE NOTED, BYPASS INFRASTRUCTURE, SUCH AS ALLUPSTREAM DIVERSION STRUCTURES, CONNECTING STRUCTURES, OR PIPECONDUITS CONNECTING TO COMPLETE THE STORMCEPTOR SYSTEM SHALL BEPROVIDED AND ADDRESSED SEPARATELY.

4. DRAWING FOR INFORMATION PURPOSES ONLY. REFER TO ENGINEER'SSITE/UTILITY PLAN FOR STRUCTURE ORIENTATION.

5. NO PRODUCT SUBSTITUTIONS SHALL BE ACCEPTED UNLESS SUBMITTED 10DAYS PRIOR TO PROJECT BID DATE, OR AS DIRECTED BY THE ENGINEER OFRECORD.

INSTALLATION NOTESA. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE

SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BYENGINEER OF RECORD.

B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACHCAPACITY TO LIFT AND SET THE STRUCTURE (LIFTING CLUTCHES PROVIDED)

C. CONTRACTOR WILL INSTALL AND LEVEL THE STRUCTURE, SEALING THE JOINTS,LINE ENTRY AND EXIT POINTS (NON-SHRINK GROUT WITH APPROVEDWATERSTOP OR FLEXIBLE BOOT)

D. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT THE DEVICEFROM CONSTRUCTION-RELATED EROSION RUNOFF.

E. DEVICE ACTIVATION, BY CONTRACTOR, SHALL OCCUR ONLY AFTER SITE HASBEEN STABILIZED AND THE STORMCEPTOR UNIT IS CLEAN AND FREE OFDEBRIS.

FOR SITE SPECIFIC DRAWINGS PLEASE CONTACT YOUR LOCAL STORMCEPTOR REPRESENTATIVE.SITE SPECIFIC DRAWINGS ARE BASED ON THE BEST AVAILABLE INFORMATION AT THE TIME. SOMEFIELD REVISIONS TO THE SYSTEM LOCATION OR CONNECTION PIPING MAY BE NECESSARY BASEDON AVAILABLE SPACE OR SITE CONFIGURATION REVISIONS. ELEVATIONS SHOULD BE MAINTAINEDEXCEPT WHERE NOTED ON BYPASS STRUCTURE (IF REQUIRED).

STANDARD DETAILNOT FOR CONSTRUCTION

STRUCTURE ID *

 

 

 

 

 

 

 

 

 

 

  APPENDIX D

FLOW CONTROL ROOF DRAIN

*REGULARLY FURNISHED UNLESS OTHERWISE SPECIFIED

TAG__________________

SPECIFICATION SHEET

Dimensional Data (inches and [mm]) are Subject to Manufacturing Tolerances and Change Without Notice

ZURN INDUSTRIES LIMITED ♦♦♦♦♦ 3544 Nashua Drive ♦♦♦♦♦ Mississauga, Ontario L4V 1L2 ♦♦♦♦♦ Phone: 905/405-8272 Fax: 905/405-1292In the U.S.: ZURN INDUSTRIES, INC. ♦♦♦♦♦ SPECIFICATION DRAINAGE OPERATION ♦♦♦♦♦ 1801 Pittsburgh Ave. ♦♦♦♦♦ Erie, PA 16514

Phone: 814/455-0921 ♦♦♦♦♦ Fax: 814/454-7929 ♦♦♦♦♦ World Wide Web: www.zurn.com

DWG. NO. 63601

REV. A

PRODUCT NO. Z-105

DATE: 09/14/05 C.N. NO. 89837

Z-105CONTROL-FLO ROOF DRAIN

w/ Parabolic Weir

PREFIXES____ Z- D.C.C.I. Body with Poly-Dome*____ ZA- D.C.C.I. Body with Aluminum Dome

SUFFIXES____ -A Waterproof Flange____ -AR Acid Resistant Epoxy Coated Finish____ -C Underdeck Clamp____ -DP Top Set® Roof Deck Plate (Replaces both the

-C and -R)____ -DR Adjustable Drain Riser Extension Assembly

3-5/8" [92] to 7-1/4" [184]____ -E Static Extension 1 [25] thru 4 [102] (Specify Ht.)____ -EA Adjustable Extension Assembly

1 3/4 [44] thru 3 1/2 [89]

ENGINEERING SPECIFICATION: ZURN Z-105 "Control-Flo" roof drainfor dead -level roof construction, Dura-Coated cast iron body. "Con-trol-Flo" weir shall be linear functioning with integral membraneflashing clamp/gravel guard and Poly-Dome. All data shall be verifiedproportional to flow rates.

OPTIONS (Check/specify appropriate options)

PIPE SIZE (Specify size/type) OUTLET E BODY HT. DIM.2,3,4 [50,75,100] _____ IC Inside Caulk 5 1/4 [133]2,3,4 [50,75,100] _____ IP Threaded 3 3/4 [95]2,3,4 [50,75,100] _____ NH No-Hub 5 1/4 [133]2,3,4 [50,75,100] _____ NL Neo-Loc 4 5/8 [117]

A Approx. DomePipe Size Wt. Open Area

Inches / [mm] Lbs. / [kg] Sq. In. / [sq cm]2 - 3 - 4 34 148

[51 - 76 - 102] [15] [955]

____ -EB Elevating Body Plate____ -G Galvanized Cast Iron____ -R Roof Sump Receiver____ -VP Vandal Proof Secured Top____ -90 90º Threaded Side Outlet Body

APPENDIX E

REFERENCE DRAWINGS