2016.06.17 design flows - meaford

File: 598-3486

Date: 26-May-16

Updated: 17-Jun-16

By: L. Waters

Check By: R. Alexander

Site Area 0.50 ha

Number of Units in Building A 72 units

Number of Residential Units 72 units

Person Per Residential Unit (typical) 2.5 persons/unit

Residential Population 180.0 persons

Domestic Water Design Flows

Residential (per MOE Design of Water Works 3.4.2) 450 L/C-day

Total Domestic Water Design Flows

Average Residential Daily Flow (per MOE Design of Water Works 3.4.2) 0.94 L/sec

Max Day Peak Factor (per MOE Design of Water Works 3.4.2) 2.75

Max Day Demand Flow (per MOE Design of Water Works 3.4.2) 2.58 L/sec

* used minimum peaking factor for systems servicing 500 persons

Peak Hour Factor (per MOE Design of Water Works 3.4.2) 4.13

Peak Hour Flow (per MOE Design of Water Works 3.4.2) 3.87 L/sec

Collingwood St. - Water Design Criteria

J:\500\598 - Lorablue Holdings Inc\3486-Collingwood St\Design\2016.06.17 Design Flows

Meaford Mews - Collingwood St

Fire Protection Volume Calculation - Building 1 Completed By: LW/RA

CFCA File: 598-3486 Page 1

Water Supply for Public Fire Protection - 1999

Fire Underwriters Survey Part II - Guide for Determination of Required Fire Flow

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

F = 220 * C * sqrt A

where

F = the required fire flow in litres per minute

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)

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

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

50 percent below grade) in the building considered.

Proposed Buildings ordinary construction

1.5 number of floors being considered 1.0 C

1215.1 sq.m. floor area

1822.7 sq.m. total floor area

Therefore F= 9,000 L/min (rounded to nearest 1000 L/min)

Fire flow determined above shall not exceed:

30,000 L/min for wood frame construction

30,000 L/min for ordinary construction

25,000 L/min for non-combustible construction

25,000 L/min for fire-resistive construction

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

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

Non-Combustible -25% Free Burning 15%

Limited Combustible -15% Rapid Buring 25%

Combustible No Charge

Low fire Hazard occupancy for dwellings 0% reduction

0 L/min reduction

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

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

protection.

Buildings will not have automatic sprinklers (typical 30% reduction)

0 L/min reduction

June 17, 2016

J:\500\598 - Lorablue Holdings Inc\3486-Collingwood St\Design\2016.06.17 FUS V1 6/17/2016 3:56 PM




Water Supply for Public Fire Protection - 1999

Fire Underwriters Survey Part II - Guide for Determination of Required Fire Flow

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

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

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

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

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

Separation Charge Separation Charge

0 to 3 m 25% 20.1 to 30 m 10%

3.1 to 10 m 20% 30.1 to 45 m 5%

10.1 to 20 m 15%

Exposed buildings

Name Distance

North Adjacent Dwelling 32.0 5% 450

South Adjacent Dwelling 31.8 5% 450

East Adjacent Dwelling 44.9 5% 450

West Adjacent Dwelling 6.5 20% 1800

3,150 L/min Surcharge

Required Duration of Fire Flow

Determine Required Fire Flow Flow Required Duration

L/min (hours)

No.1 9,000 2,000 or less 1.0

No. 2 0 reduction 3,000 1.25

No. 3 0 reduction 4,000 1.5

No. 4 3,150 surcharge 5,000 1.75

6,000 2.0

Required Flow: 12,150 L/min 8,000 2.0

Rounded to nearest 1000l/min: 12,000 L/min or 200.0 L/s 10,000 2.0

3,170 USGPM 12,000 2.5

14,000 3.0

16,000 3.5

Determine Required Fire Storage Volume 18,000 4.0

20,000 4.5

Flow from above 12,000 L/min 22,000 5.0

24,000 5.5

Required duration 2.50 hours 26,000 6.0

28,000 6.5

Therefore: 1,800,000 Litres or 30,000 7.0

1,800 cu.m. is the required fire storage volume. 32,000 7.5

34,000 8.0

36,000 8.5

38,000 9.0

40,000 and over 9.5

June 17, 2016





Fire Protection Water Supply Guideline

Part 3 of the Ontario Building Code (2006)

Q = KVSTOT

Q = minimum supply of water in litres (L)

K = water supply coefficient

V = total building volume in cubic metres

STOT = total of spatial coefficient values from property line exposures on all sides

C Building classification per OBC 3.1.2.1

K = 23.0 Group C (Table 1 OFM guideline)

V = 5467.95 1822.65sqm total floor area by 3m height

STOT = 1 STOT Need Not Exceed 2.0

Q = L

Based on ranges listed in Table 2 (OFM guideline), the required minimum water supply flow rate is 9000 L/min

150 L/s

125762.85

June 17, 2016


File: 598-3486

Date: 26-May-16

Updated: 17-Jun-16

By: L. Waters

Check By: R. Alexander

Developed Site Area 0.50 ha

Number of Units in Building A 72 units

Total Number of Residential Units 72 units

Person Per Residential Unit (typical) 2.5 persons/unit

Residential Population 180 persons

Unit Sewage flows

Residential (per MOE Design of Sewage Works, Section 5.5.2.1) 450 L/C-day

Infiltration (typical) 0.23 L/s/ha

Total Design Sewage Flows

Infiltration/Inflow Residential 0.12 L/sec

Average Daily Residential Flow (MOE Design of Sewage Works 5.5.2.1) 0.94 L/sec

Residential Peak Factor (MOE Design of Sewage Works 5.5.2.1) 4.2

Total Peak Daily Flow (per MOE Design of Sewage Works 5.5.2.1) 4.02 L/sec

Collingwood St. - Sanitary Design Criteria

J:\500\598 - Lorablue Holdings Inc\3486-Collingwood St\Design\2016.06.17 Design Flows

Project:

Project No.:

File:

Design by:

Date:

Land Use Area (ha) RC

Roof/Paved Area 0.08 0.90

Gravel Area 0.03 0.75

Grassed Area 0.39 0.25

Total 0.50 0.39

Land Use Area (ha) RC

Roof/Paved Area 0.41 0.90

Grassed Area 0.09 0.25

Total 0.50 0.78

Event

Adjustment

Coefficient Return Event RC

Event

Adjustment

Coefficient Return Event RC

RC2 1.00 0.39 RC2 1.00 0.78

RC5 1.00 0.39 RC5 1.00 0.78

RC10 1.00 0.39 RC10 1.00 0.78

RC25 1.10 0.43 RC25 1.10 0.86

RC50 1.20 0.46 RC50 1.20 0.94

RC100 1.25 0.48 RC100 1.25 0.98

Notes: 1) Areas measured from site plan

2) RC values taken as the typical values from the Municipality of Meaford Engineering Design Standards

3) Event adjustment coefficients as per Municipality of Meaford Engineering Design Standards

Post-Development (Controlled Area)

Collingwood St Redevelopment

598-3486

Runoff Coefficients

LW

June 17, 2016

Pre-Development

Pre-Development Post-Development (Controlled Area)

*Areas measured from site survey.

J:\500\598 - Lorablue Holdings Inc\3486-Collingwood St\Design\2016.06.17 Modified Rational Method

6116132 ATMOSPHERIC ENVIRONMENT SERVICE SERVICE DE L"ENVIRONNEMENT ATMOSPHERIQUE

RAINFALL INTENSITY-DURATION FREQUENCY VALUES INTENSITE, DUREE ET FREQUENCE DES PLUIES

DATA INTEGRATION DIVISION LA DIVISION DU TRAITEMENT DES DONNEES

GUMBEL - METHOD OF MOMENTS/METHODE DES MOMENTS - 1990

*******************************************************************************

TABLE 1 OWEN SOUND MOE ONT 6116132

LATITUDE 4435 LONGITUDE 8056 ELEVATION/ALTITUDE 179 M******************************************************************************* YEAR 5 MIN 10 MIN 15 MIN 30 MIN 1 H 2 H 6 H 12 H 24 H ANNEE

1965 12.7 16.0 23.9 28.7 32.3 35.1 35.1 35.1 35.1 1966 6.9 8.9 13.2 18.8 21.8 22.1 30.5 32.0 32.3 1967 11.4 15.7 21.3 38.1 43.9 43.9 43.9 46.5 52.6 1968 14.7 19.6 24.4 31.2 43.9 56.4 63.8 68.1 75.9 1969 6.6 13.0 17.0 22.9 30.2 39.4 49.3 71.9 71.9 1970 10.2 18.8 25.4 32.5 41.4 42.7 42.7 55.6 55.6 1971 7.6 12.2 17.3 26.9 36.1 39.1 55.6 55.6 55.9 1972 7.4 13.2 18.3 19.3 20.1 23.6 36.8 42.7 42.7 1973 5.8 10.2 12.4 16.3 16.5 16.5 18.3 29.7 33.5 1974 6.6 10.4 11.7 16.3 18.8 23.9 43.9 43.9 45.0 1975 6.9 9.4 9.4 11.2 17.0 17.0 24.6 25.4 25.4 1976 7.1 13.2 17.3 22.4 22.6 22.6 29.2 31.7 34.8 1977 13.0 14.7 18.0 22.9 22.9 25.1 26.9 37.3 37.3 1979 18.4 26.0 26.4 30.4 32.1 32.2 41.1 47.1 48.3 1980 9.4 16.1 19.8 30.8 32.0 41.3 45.7 45.7 72.4 1981 -99.9 -99.9 -99.9 -99.9 14.5 19.7 29.4 40.6 41.4 1982 11.8 11.8 12.0 12.0 12.6 23.0 52.6 56.6 56.8 1983 5.6 7.8 8.2 15.7 27.3 38.2 46.8 50.0 53.4 1984 6.9 11.4 15.6 22.3 36.4 45.1 47.0 47.0 47.0 1985 10.1 16.0 18.0 22.4 25.9 32.1 44.8 62.4 73.0 1986 4.6 8.4 11.2 12.4 16.2 16.3 39.2 43.3 60.9 1987 9.0 13.5 15.1 15.1 15.5 15.8 17.0 28.0 28.0 1988 11.4 14.2 18.0 21.0 24.8 27.7 35.9 45.0 54.0 1989 6.9 12.1 12.7 13.5 13.9 14.0 -99.9 -99.9 47.2 1990 10.6 15.0 18.7 27.4 34.1 35.9 40.0 45.4 45.4 1991 5.6 7.0 8.1 8.3 10.5 18.0 27.3 28.6 38.9 1992 4.8 7.4 8.4 8.9 14.1 18.2 27.9 43.3 47.5 1993 7.7 15.4 23.1 25.9 27.9 28.6 33.1 39.0 49.9 1994 5.2 10.4 15.4 27.4 32.4 32.6 35.7 35.7 48.0 1995 7.6 12.0 12.5 12.5 16.4 21.6 30.5 33.2 38.7 1996 10.8 15.3 18.1 27.8 32.5 41.7 47.0 55.9 55.9 1999 7.2 11.1 15.2 20.6 21.7 21.7 36.5 40.8 42.4 2000 7.2 14.1 18.0 33.0 53.0 70.3 79.3 79.5 80.5 2001 5.2 9.0 11.6 14.6 21.4 24.4 30.8 35.6 42.0 2002 8.2 11.0 12.8 15.8 16.4 25.8 53.0 54.8 65.2 2003 11.2 16.3 20.6 24.5 30.5 32.2 32.4 32.4 48.1 NOTE:-99.9 INDICATES MSG DATA DONNEES MANQUANTES

# YRS. 35 35 35 35 36 36 35 35 36 ANNEES MEAN 8.6 13.0 16.3 21.4 25.8 30.1 39.2 44.7 49.5 MOYENNE

Page 1

6116132 STD. DEV. 3.1 3.9 5.0 7.7 10.3 12.3 12.6 12.8 13.6 ECART-TYPE SKEW 1.14 1.02 .23 .15 .65 1.19 .91 .84 .54 DISSYMETRIE KURTOSIS 4.62 5.48 2.61 2.38 3.12 5.03 5.01 3.70 3.04 KURTOSIS

WARNING / AVERTISSEMENT YEAR 1979 HAD VALUE GREATER THAN 100 YEAR STORM. EN 1979 L"INTENSITE DE LA PLUIE A DE PASSE CELLE POUR UNE PERIODE DE RETOUR DE 100 ANS DATA/LA VALEUR = 18.4 100 YEAR/ANNEE = 18.4




NOTE: -99.9 INDICATES LESS THAN 10 YEARS OF DATA AVAILABLE INDIQUE MOINS DE 10 ANNEES DE DONNEES DISPONIBLES ATMOSPHERIC ENVIRONMENT SERVICE SERVICE DE L"ENVIRONNEMENT ATMOSPHERIQUE


GUMBEL - METHOD OF MOMENTS/METHODE DES MOMENTS - 1990*******************************************************************************


LATITUDE 4435 LONGITUDE 8056 ELEVATION/ALTITUDE 179 M*******************************************************************************

RETURN PERIOD RAINFALL AMOUNTS (MM) PERIODE DE RETOUR QUANTITIES DE PLUIE (MM)

DURATION 2 5 10 25 50 100 # YEARS DUREE YR/ANS YR/ANS YR/ANS YR/ANS YR/ANS YR/ANS ANNEES 5 MIN 8.1 10.9 12.7 15.0 16.7 18.4 35 10 MIN 12.4 15.8 18.1 21.0 23.1 25.2 35 15 MIN 15.4 19.8 22.7 26.4 29.1 31.8 35 30 MIN 20.2 26.9 31.4 37.1 41.3 45.4 35 1 H 24.1 33.2 39.2 46.8 52.4 58.0 36 2 H 28.1 39.0 46.2 55.3 62.1 68.8 36 6 H 37.2 48.3 55.7 65.0 71.9 78.7 35 12 H 42.6 53.9 61.5 70.9 78.0 85.0 35 24 H 47.3 59.3 67.3 77.4 84.9 92.3 36

RETURN PERIOD RAINFALL RATES (MM/HR)-95% CONFIDENCE' LIMITSPage 2

6116132 INTENSITE DE LA PLUIE PAR PERIODE DE RETOUR (MM/H)-LIMITES DE CONFIANCE DE 95%

DURATION 2 YR/ANS 5 YR/ANS 10 YR/ANS 25 YR/ANS 50 YR/ANS 100 YR/ANS DUREE 5 MIN 97.6 130.4 152.1 179.6 200.0 220.2 +/- 11.3 +/- 19.0 +/- 25.7 +/- 34.7 +/- 41.5 +/- 48.3 10 MIN 74.5 95.0 108.6 125.8 138.5 151.1 +/- 7.1 +/- 11.9 +/- 16.1 +/- 21.7 +/- 25.9 +/- 30.2 15 MIN 61.8 79.3 90.9 105.6 116.5 127.3 +/- 6.0 +/- 10.2 +/- 13.7 +/- 18.5 +/- 22.1 +/- 25.8 30 MIN 40.3 53.9 62.8 74.1 82.5 90.9 +/- 4.7 +/- 7.8 +/- 10.6 +/- 14.3 +/- 17.1 +/- 19.9 1 H 24.1 33.2 39.2 46.8 52.4 58.0 +/- 3.1 +/- 5.2 +/- 7.0 +/- 9.4 +/- 11.3 +/- 13.2 2 H 14.0 19.5 23.1 27.7 31.1 34.4 +/- 1.9 +/- 3.1 +/- 4.2 +/- 5.7 +/- 6.8 +/- 7.9 6 H 6.2 8.1 9.3 10.8 12.0 13.1 +/- .6 +/- 1.1 +/- 1.5 +/- 2.0 +/- 2.3 +/- 2.7 12 H 3.6 4.5 5.1 5.9 6.5 7.1 +/- .3 +/- .5 +/- .7 +/- 1.0 +/- 1.2 +/- 1.4 24 H 2.0 2.5 2.8 3.2 3.5 3.8 +/- .2 +/- .3 +/- .4 +/- .5 +/- .6 +/- .7

ATMOSPHERIC ENVIRONMENT SERVICE SERVICE DE L"ENVIRONNEMENT ATMOSPHERIQUE


GUMBEL - METHOD OF MOMENTS/METHODE DES MOMENTS - 1990*******************************************************************************


LATITUDE 4435 LONGITUDE 8056 ELEVATION/ALTITUDE 179 M*******************************************************************************

INTERPOLATION EQUATION / EQUATION D"INTERPOLATION: R = A * T ** B R = RAINFALL RATE / INTENSITE DE LA PLUIE (MM /HR) T = TIME IN HOURS / TEMPS EN HEURES

STATISTICS 2 YR 5 YR 10 YR 25 YR 50 YR 100 YR STATISTIQUES ANS ANS ANS ANS ANS ANS

MEAN OF R 36.0 47.3 54.8 64.3 71.4 78.4 MOYENNE DE R STD. DEV. R 34.7 45.5 52.7 61.7 68.4 75.1 ECART-TYPE STD. ERROR 10.5 14.0 16.4 19.6 21.9 24.2 ERREUR STANDARD COEFF. (A) 21.4 28.1 32.5 38.1 42.3 46.4 COEFFICIENT (A) EXPONENT (B) -.708 -.714 -.716 -.719 -.720 -.721 EXPOSANT (B) MEAN % ERROR 9.9 11.8 12.6 13.3 13.7 14.1 % D'ERREUR

Page 3

PROJECT: Collingwood St Redevelopement

PROJECT No.: 598-3468

DATE: 6/17/2016

DESIGN: LW

CHECK: RA

IDF Location Owen Sound Intensity (mm/hr): 57.10

Return Period 5 yr

Time of Concentration (min) 15

Coeff A 21.4

Coeffic B -0.708

Runoff Coeff (Unadjusted) 0.39 Flow (m3/s) 0.03

Runoff Coefficient (Adjusted) 0.39

Area (ha) 0.50


Return Period 5 yr


Coeff A 21.4

Coeffic B -0.708

Runoff Coeff (unadjusted) 0.78 Uncont. Flow (m3/s) 0.06


Area (ha) 0.50

Target Flow (m3/s) 0.03

REQUIRED STORAGE VOLUME: 29.0

Td i Td QUncont Sd

min mm/hr sec m 3 /s m 3

10 76.09 600 0.084 27.0

15 57.10 900 0.063 28.7

20 46.58 1200 0.051 29.0

25 39.77 1500 0.044 28.5

30 34.96 1800 0.039 27.4

35 31.34 2100 0.035 26.0

40 28.52 2400 0.031 24.2

Storage Volume Determination (Detailed)

Modified Rational Method Storage Sizing

Pre-Development Scenario Data

Inputs Outputs

Post-Development Scenario Data

Inputs Outputs

IntensityB) d= A (T)d(Ti

Peak Flow• A)d(T• ipost• C0.0028 = postQ

Storage2) / c+ Td(TpreQ-d• Tpost= QdS

dS

Qpr




DATE: 6/17/2016

DESIGN: LW

CHECK: RA


Return Period 100 yr


Coeff A 46.4

Coeffic B -0.721



Area (ha) 0.50




Coeff A 46.4

Coeffic B -0.721



Area (ha) 0.50



Td i Td QUncont Sd


10 168.87 600 0.233 75.3

15 126.07 900 0.174 79.2

20 102.45 1200 0.141 79.4

25 87.23 1500 0.120 77.4

30 76.48 1800 0.105 74.0

35 68.44 2100 0.094 69.5

40 62.16 2400 0.086 64.1




Inputs Outputs


Inputs Outputs




dS

Qpr




DATE: 6/17/2016

DESIGN: LW

CHECK: RA


Return Period 5 yr


Coeff A 21.4

Coeffic B -0.708



Area (ha) 0.50




Coeff A 46.4

Coeffic B -0.721



Area (ha) 0.50



Td i Td QUncont Sd


10 168.87 600 0.233 116.3

15 126.07 900 0.174 128.4

20 102.45 1200 0.141 136.8

25 87.23 1500 0.120 143.0

30 76.48 1800 0.105 147.8

35 68.44 2100 0.094 151.4

40 62.16 2400 0.086 154.3

45 57.10 2700 0.079 156.5

50 52.92 3000 0.073 158.2

55 49.40 3300 0.068 159.4

60 46.40 3600 0.064 160.3

65 43.80 3900 0.060 160.8

70 41.52 4200 0.057 161.1

75 39.50 4500 0.054 161.1

80 37.71 4800 0.052 160.9

85 36.10 5100 0.050 160.5

90 34.64 5400 0.048 159.9



Inputs Outputs


Inputs Outputs





dS

Qpr




DATE: 6/17/2016DESIGN: LW

CHECK: RA

Orifice Type = Plate (i.e. Plate, Tube)

Invert Elevation = 177.29 m

Diameter of Orifice = 90 mm

Area of Orifice (A) = 0.006 sq.m

Orifice Coefficient (Cd) = 0.64 (Plate = 0.64, Tube = 0.82)

Calculation of Head

Centroid Elevation = 177.34 m

Water Elevation = 180.70 m

Upstream Head*, (h) = 3.37 m

Qa = (Cd)(A)(2gh)^0.5

Actual Controlled Discharge, Qa = 0.033 cms

*Head is based upon orifice area @ orifice face not Vena Contracta

Control Orifice Design Summary

J:\500\598 - Lorablue Holdings Inc\3486-Collingwood St\Design\2016.06.17 Orifice Sizing

Project: Meaford Mews Towers

Project No.: 598-3486

FILE: Super Pipe Storage

DATE: June 17, 2016

DESIGN: LW

Max. Allowable Water Elevation: 180.70 m

From MH# To MH# Length Diameter Storage Vol.

(m) (mm) (m3)

1 2 31.7 1200 35.9

2 3 17.5 1200 19.8

3 4 28.3 1200 32.0

CB Leads 24.4 300 1.7

SUM 89.4

MH# Max. Elev T/G Elev. Inv Elev Pipe Dia. Depth Base Diam. Storage Vol.

(m) (m) (m) (mm) (m) (mm) (m3)

1 180.70 180.66 177.29 1200 3.41 2400 13.9

2 180.70 180.80 177.50 1200 3.20 3000 19.1

3 180.70 180.65 177.68 1200 3.02 2400 10.9

4 180.70 180.65 177.85 1200 2.85 2400 10.1

CB# Max. Elev T/G Elev. Inv Elev Depth Base Area Storage Vol.

(m) (m) (m) (m) (m2) (m

3)

1 180.70 180.50 177.77 2.93 0.37 1.1

2 180.70 150.60 177.70 3.00 0.37 1.1

SUM 56.2

CB# Max. Elev T/G Elev. Depth Ponded Area Storage Vol.

(m) (m) (m) (m2) (m

3)

1 180.70 180.50 0.20 508 33.8

2 180.70 180.60 0.10 83 2.8

3 180.70 180.65 0.05 26 0.4

4 180.70 180.65 0.05 26 0.4

SUM 36.6

Total Storage (m3): 182.1

Required Storage (m3): 161.1

Storage Sizing

Pipe Storage

Structure Storage

Surface Storage

J:\500\598 - Lorablue Holdings Inc\3486-Collingwood St\Design\2016.06.17 Storage Page 1 of 1

Project Information & LocationProject Name Meaford Mews Towers Project Number 598-3486

City Meaford State/ Province Ontario

Country Canada Date 5/30/2016

Designer Information EOR Information (optional)

Name Rebecca Alexander Name

Company C.F. Crozier & Associates Company

Phone # 905-875-0026 Phone #

Email [email protected] Email

Stormwater Treatment RecommendationThe 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.

Brief Stormceptor Sizing Report - Meaford Mews

Site Name Meaford Mews

Target TSS Removal (%) 80

TSS Removal (%) Provided 81

Recommended Stormceptor Model STC 300

Stormceptor Sizing SummaryStormceptor Model % TSS Removal

Provided% Runoff Volume Captured Provided

STC 300 81 98STC 750 88 100

STC 1000 88 100STC 1500 88 100STC 2000 90 100STC 3000 91 100STC 4000 93 100STC 5000 93 100STC 6000 94 100STC 9000 96 100

STC 10000 96 100STC 14000 97 100

Stormceptor MAX Custom Custom

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

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) 0.5

Imperviousness % 82.0

Water Quality Objective

TSS Removal (%) 80.0

Runoff Volume Capture (%) 90.00

Oil Spill Capture Volume (L)

Peak Conveyed Flow Rate (L/s)

Water Quality Flow Rate (L/s)

Rainfall

Station Name OWEN SOUND MOE

State/Province Ontario

Station ID # 6132

Years of Records 40

Latitude 44°35'N

Longitude 80°56'W

Up Stream Storage

Storage (ha-m) Discharge (cms)

0.000 0.000

0.017 0.030

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

Fine DistributionParticle 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

Stormceptor Brief Sizing Report – Page 2 of 2

KEY PLAN

SCALE: N.T.S.

SUBJECT

PROPERTY

The HarbourEdge Building,

40 Huron Street, Suite 301,

Collingwood, ON L9Y 4R3

705 446-3510 T

705 446-3520 F

www.cfcrozier.ca

[email protected]

J:\500\598 - Lorablue Holdings Inc\3486-Collingwood St\CAD\CIVIL\1SHEET\3486-001.dwg, FIG. 1, 6/20/2016 3:45:50 PM, lwaters

KEY PLAN

SCALE: N.T.S.

SUBJECT

PROPERTY

The HarbourEdge Building,

40 Huron Street, Suite 301,

Collingwood, ON L9Y 4R3

705 446-3510 T

705 446-3520 F

www.cfcrozier.ca

[email protected]

J:\500\598 - Lorablue Holdings Inc\3486-Collingwood St\CAD\CIVIL\1SHEET\3486-001.dwg, FIG. 2, 6/20/2016 3:45:14 PM, lwaters

2016.06.17 design flows - meaford

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