Q-2, r. 9.01 - Design code of a storm water management system eligible for a declaration of compliance

Updated to 31 December 2020

This document has official status.

chapter Q-2, r. 9.01

Design code of a storm water management system eligible for a declaration of compliance

Environment Quality Act

(chapter Q-2, s. 31.0.6).

CHAPTER I APPLICATION

O.C. 871-2020, c. I.

1. This Regulation applies to the design of a storm water management system that does not serve high-risk sites within the meaning of paragraph 4 of section 218 of the Regulation respecting the regulatory scheme applying to activities on the basis of their environmental impact (chapter Q-2, r. 17.1), eligible for a declaration of compliance under that Regulation.

It determines, in Chapter II, the types of works that may be used in the design of a storm water management system, in Chapter III, the general design standards and, in Chapter IV, the special design standards applicable to certain works.

The design standards provided for in this Regulation make it possible to

(1)  reduce annually, for surfaces drained to the storm water management system, at least 80% of the concentrations of suspended matters in storm water before being discharged into the environment and 90% of annual rain events;

(2)  minimize accelerated erosion of receiving wetlands and water bodies; and

(3)  not increase the frequency of flooding in receiving wetlands and water bodies, and not reduce the service level of infrastructures situated in the area of influence of the storm water management system crossing them.

The rules provided for in this Regulation also apply to the design of the extension of a storm water management system, with the necessary modifications.

O.C. 871-2020, s. 1.

CHAPTER II STORM WATER MANAGEMENT WORKS

O.C. 871-2020, c. II.

DIVISION I GENERAL

O.C. 871-2020, Div. I.

2. For the purposes of the Regulation respecting the regulatory scheme applying to activities on the basis of their environmental impact (chapter Q-2, r. 17.1), only the following storm water management works may be used:

(1)  the dry retention system described in Division II of Chapter II;

(2)  the permanent volume retention system described in Division III of Chapter II;

(3)  the grassed ditch described in Division IV of Chapter II;

(4)  the hydrodynamic separator described in Division V of Chapter II;

(5)  the commercial storm water treatment technology described in Division VI of Chapter II.

O.C. 871-2020, s. 2.

DIVISION II DRY RETENTION SYSTEM

O.C. 871-2020, Div. II.

3. A dry retention system is a retention system whose purpose is to reduce storm water flows passing through a storm water management system before being discharged in a receiving lake or watercourse and, where applicable, reduce the concentration of suspended matters in the water.

O.C. 871-2020, s. 3.

4. A dry retention system comprises

(1)  a water and sediment accumulation zone;

(2)  flow control devices;

(3)  an emergency weir; and

(4)  a maintenance access ramp.

O.C. 871-2020, s. 4.

5. A dry retention system that also reduces the concentration in suspended matters must include a pretreatment work that meets the requirements of sections 56 to 59 and a microbasin that meets the requirements of sections 71 to 75.

A pretreatment work is not required if

(1)  the storm water comes from a territory whose dominant use class is residential and is served by a local road with the characteristics indicated in Table 2.1

Table 2.1 Local roads in rural or urban areas

Characteristics	Rural	Urban
Traffic	Traffic movement secondary consideration	Traffic movement secondary consideration
Land access	Primary function	Primary function
Traffic volume	< 1,000 vehicles per day	< 3,000 vehicles per day
Traffic flow	Interrupted flow	Interrupted flow
Design speed	50 to 80 km/h	30 to 50 km/h
Average running speed (uninterrupted flow)	50 to 70 km/h	20 to 40 km/h
Vehicle type	Mainly automobiles, light to medium trucks and occasional heavy trucks and farm vehicles	Mainly automobiles and service vehicles
Normal connections	Locals and collectors	Locals and collectors

(2)  the sum of the impervious surface drained to the dry retention system does not exceed 250 m2.

O.C. 871-2020, s. 5.

6. A dry retention system is a system that must drain completely after the end of a rain vent, except for the microbasin at the outlet.

O.C. 871-2020, s. 6.

7. A dry retention system governed by the Dam Safety Act (chapter S-3.1.01) is not a storm water management work for the purposes of this Regulation.

O.C. 871-2020, s. 7.

DIVISION III PERMANENT VOLUME RETENTION SYSTEM

O.C. 871-2020, Div. III.

8. A permanent volume retention system is a retention system whose purpose is to reduce storm water flows passing through a storm water management system before being discharged in a receiving lake or watercourse and, where applicable, reduce the concentration of suspended matters in the water.

O.C. 871-2020, s. 8.

9. A permanent volume retention system comprises

(1)  a water and sediment accumulation zone;

(2)  flow control devices;

(3)  an emergency weir;

(4)  a maintenance access ramp; and

(5)  a bottom valve to drain the basin for maintenance.

O.C. 871-2020, s. 9.

10. A permanent volume retention system that also reduces the concentration of suspended matters must include a pretreatment work upstream from the system.

A pretreatment system is not required if

(1)  the storm water comes from a territory whose dominant use class is residential and is served by a road network whose estimated annual average daily traffic is less than 500 vehicles; or

(2)  the sum of the impervious surface drained to the permanent volume retention system does not exceed 250 m2.

O.C. 871-2020, s. 10.

11. A permanent volume retention system includes a permanent volume of water in the water and sediment accumulation zone above which there is a temporary volume of water in rainy weather that is drained gradually.

O.C. 871-2020, s. 11.

12. A permanent volume retention system governed by the Dam Safety Act (chapter S-3.1.01) is not a storm water management work for the purposes of this Regulation.

O.C. 871-2020, s. 12.

DIVISION IV GRASSED DITCH

O.C. 871-2020, Div. IV.

13. A grassed ditch is a water transport work covered with vegetation and a geometry that maximizes the reduction of the concentration of suspended matters in the water when evacuating storm water downstream while minimizing the depth of flow and ensuring the contact surface of the flow with the vegetation.

O.C. 871-2020, s. 13.

14. In a grassed ditch, storm water is drained downstream of the ditch by surface runoff.

O.C. 871-2020, s. 14.

DIVISION V HYDRODYNAMIC SEPARATOR

O.C. 871-2020, Div. V.

15. A hydrodynamic separator is a manufactured treatment device that is integrated with a storm water management system to reduce the concentration of suspended matters in the storm water.

O.C. 871-2020, s. 15.

16. A hydrodynamic separator includes

(1)  a tank in which a volume of water is present and where intercepted particles accumulate; and

(2)  components that promote the sedimentation of particles.

O.C. 871-2020, s. 16.

DIVISION VI COMMERCIAL STORM WATER TREATMENT TECHNOLOGY

O.C. 871-2020, Div. VI.

17. A commercial storm water treatment technology is a manufactured treatment device, other than a hydrodynamic separator, integrated with a storm water management system, that reduces the concentration of suspended matters in the storm water.

O.C. 871-2020, s. 17.

CHAPTER III DESIGN OF A STORM WATER MANAGEMENT SYSTEM

O.C. 871-2020, c. III.

DIVISION I PLANS AND SPECIFICATIONS AND MAINTENANCE PROGRAM

O.C. 871-2020, Div. I.

§ 1 . — General

O.C. 871-2020, Sd. 1.

18. The design of a storm water management system must include the preparation of plans and specifications the general content of which is determined in subdivision 2 of Division I of Chapter III and a maintenance program the general content of which is determined in subdivision 3 of Division I of Chapter III.

The design must also include, where applicable, the preparation of plans and specifications and the maintenance program the contents of which are determined in subdivision 4 of Division III of Chapter III for supplementary storm water management works and the preparation of maintenance programs determined in Chapter IV for storm water management works.

O.C. 871-2020, s. 18.

§ 2 . — Plans and specifications

O.C. 871-2020, Sd. 2.

19. The plans and specifications must contain clauses requiring the contractor to

(1)  prepare, for the duration of the excavation, backfilling and soil levelling work and according to the work phases, an erosion and sediment control program on the work site that includes

(a)  measures to divert storm water from zones adjacent to the work site and prevent the water from passing on the work surfaces;

(b)  protection measures to prevent and avoid any soil loss caused by storm water;

(c)  measures to drain storm water outside the work site; and

(d)  a plan that localizes the measures mentioned in subparagraphs a to c;

(2)  implement measures to intercept suspended matters and any material displaced by storm water flow from the work site;

(3)  delimit the site zones and the material storage zones;

(4)  delimit machinery traffic surfaces and protect them;

(5)  implement, for the duration of the work, measures to protect or cover bare soil, the granular material storage zones and steep slope zones against washout, gullying and transportation of particles during rainy weather;

(6)  provide measures to reduce the concentration of suspended matters contained in storm water, before being drained outside the work site, to a value not exceeding the sum of the typical natural or ambient concentration of the receiving lake or watercourse at the discharge point after at least 5 days after a rain event is observed at the work site, plus 25 mg/L, or to intercept particles of a size equal to or greater than 120 μm during a rain event having a total height of 25 mm for measures whose design is based on volume, or having an intensity of 30 mm/h for measures whose design is based on flow.

The measures must resist to the rain events that have a return period corresponding at least to the values indicated in Table 3.1:

Table 3.1 Return periods of rain events

Duration of the measure	Return period (year)
< 12 months	1
between 12 months and 36 months	2
between 3 years and 5 years	3
over 5 years	5

(7)  implement measures to revegetate bare soil within 5 days following the end of the work and, if the revegetation cannot be done within that time, apply bare soil protection measures adapted to the slopes involved until the revegetation is carried out; in the latter case, revegetation must be carried out not later than 8 months following the end of the work; and

(8)  provide for the measures applicable to preparation work on the storm water management system in order that it is carried out only when the tributary surfaces of the system do not contain or are not likely to contain bare soil or that it is carried out in a way as to protect or isolate the storm water management system from storm water coming from the work site until the tributary surfaces of the system no longer contain or are no longer likely to contain bare soil.

The plans and specifications must describe the storm water management systems whose geometries and configurations are similar to those modellized in the computer models used, if applicable.

O.C. 871-2020, s. 19.

§ 3 . — Maintenance program

O.C. 871-2020, Div. 3.

20. The maintenance program must include the following information and be given to the owner of the storm water management work:

(1)  the function of the first person in charge of maintenance;

(2)  the criteria or indicators that, where observed on the site, signal the need to proceed with a maintenance activity;

(3)  the routine maintenance activities to be carried out and their justification;

(4)  a comprehensive inventory of problematic situations that may be encountered and their solution;

(5)  a schedule and frequency of the maintenance activities to be carried out;

(6)  an estimate of the costs to carry out the maintenance activities and the costs for disposal of debris, waste and sediments;

(7)  the equipment, tools and material required for the maintenance or repair activities and, if specific tools must be used, a list of suppliers of those tools;

(8)  the instructions for the maintenance and replacement of the parts of the hydrodynamic separators and commercial storm water treatment technologies;

(9)  the identification of the training or certificates required for the staff responsible for carrying out the maintenance activities;

(10)  the procedures and equipment required to ensure the safety of the staff carrying out the maintenance activities;

(11)  a copy of the warranties offered, where applicable, by manufacturers of the hydrodynamic separators and commercial storm water treatment technologies;

(12)  a copy of the construction plans of the storm water management works.

O.C. 871-2020, s. 20.

DIVISION II DIMENSIONING

O.C. 871-2020, Div. II.

§ 1 . — General

O.C. 871-2020, Sd. 1.

21. To determine the runoff peak flow of a territory or the storage volume of a storm water management work, the rational method or computer model complying with the standards established in subdivision 4 of Division II of Chapter III must be used.

The rational method described in subdivision 2 of Division II of Chapter III allows the estimating of the runoff peak flow of a territory having an area less than 25 km2 for storm water management works whose design criterion is the runoff flow.

The rational method described in subdivision 3 of Division II of Chapter III allows the estimating of the storage volume of a storm water management work whose design criterion is the runoff volume receiving storm water from a territory having a maximum area of 5 ha.

Every hydrological and hydraulic calculation provided for in this Regulation may be carried out using a computer model if the standards established in subdivision 4 of Division II of Chapter III are complied with.

For the purposes of this Regulation,

(1)  the grassed ditch, the hydrodynamic separators and the commercial storm water treatment technologies are storm management works whose design criterion is the runoff flow; and

(2)  the dry retention system and the permanent volume retention system are storm management works whose design criterion is the runoff volume.

O.C. 871-2020, s. 21.

22. When, in the application of the rational method or a computer model, intensity-duration-frequency values of the rainfalls are used, the values must result from the statistical analysis of the rainfall data from a weather station whose rain conditions and altitude are representative of those prevailing in the territory drained to the storm water management system and have been produced by Environment and Climate Change Canada, Agrométéo Québec or a municipality.

The intensity-duration-frequency values of rainfalls associated with a return period must be based on a number of years of recording rainfall data complying with the number of years of recording indicated in Table 3.2:

Table 3.2 Number of years of recording associated with a return period

Return period	Number of years of recording
< 2 years	5
2 years	5
10 years	10
25 years	15
50 years	20
100 years	25

For every hydrological calculation carried out with projected conditions, the intensity-duration-frequency values of the rainfalls must be increased by the minimum value indicated in Table 3.3 on the basis of the return period, unless the intensity-duration-frequency curves used in the calculation already take into account the effects of climate change by at least the values indicated in Table 3.3:

Table 3.3 Increase

Return period	Increase
< 2 years	No increase
≥ 2 years	+ 18%

O.C. 871-2020, s. 22.

§ 2 . — Rational method for determining a runoff peak flow

O.C. 871-2020, Sd. 2.

23. The runoff peak flow, Q, of storm water management works whose design criterion is the runoff flow is established using equation 3-1:

Equation 3-1: Q = Cr(p) × A × i/360

where:

	Q	=	Runoff peak flow (m3/s);
	Cr(p)	=	Weighted runoff coefficient established using equation 3-2;
	A	=	Area of the territory draining to the storm water management work (ha)
	i	=	Rain intensity (mm/h);
	360	=	Conversion coefficient for units.

Equation 3-2:

where:

	Cr(p)	=	Weighted runoff coefficient;
	Aj	=	Area of the homogenous surface j (m2);
	Crj	=	Runoff coefficient in relation to the homogenous surface j;
	m	=	Number of homogenous surfaces included in the territory draining to the water storm management system.

O.C. 871-2020, s. 23.

24. The following rules apply to the factors of equations 3-1 and 3-2:

(1)  the runoff coefficients Crj used may not be less than the values indicated in Table 3.4;

Table 3.4 Runoff coefficients Crj according to the various types of surface return periods

Surface		Return period
		2 to 10 years	11 to 25 years	26 to 50 years	51 to 100 years
Gravel
	Compacted (unpaved road, shoulder, etc.)	0.75	0.83	0.95	0.95
	Non compacted	0.60	0.66	0.79	0.95
Paving
	Asphalt, concrete	0.90	0.95	0.95	0.95
	Bricks	0.80	0.88	0.95	0.95
Conventional roof		0.95	0.95	0.95	0.95
Green roof
	Thickness < 100 mm	0.50	0.55	0.66	0.83
	Thickness from 100 to 200 mm	0.30	0.33	0.40	0.50
	Thickness from 201 to 500 mm	0.20	0.22	0.26	0.33
	Thickness > 500 mm	0.10	0.11	0.13	0.17
Grass (sandy soil)
	Flat (slope < 2%)	0.08	0.09	0.11	0.13
	Average (slope of 2 to 7%)	0.13	0.14	0.17	0.21
	Steep (slop > 7%)	0.18	0.20	0.24	0.30
Grass (dense soil)
	Flat (slope < 2%)	0.15	0.17	0.20	0.25
	Average (slope of 2 to 7%)	0.20	0.22	0.26	0.33
	Steep (slope > 7%)	0.30	0.33	0.40	0.50
Wooded area (sandy soil)
	Flat (slope < 2%)	0.05	0.06	0.07	0.13
	Average (slope of 2 to 7%)	0.08	0.09	0.11	0.18
	Steep (slope > 7%)	0.11	0.12	0.15	0.23
Wooded area (loamy or silty soil)
	Flat (slope < 2%)	0.08	0.09	0.11	0.13
	Average (slope of 2 to 7%)	0.11	0.12	0.15	0.18
	Steep (slope > 7%)	0.14	0.15	0.18	0.23
Wooded area (sandy clay soil)
	Flat (slope < 2%)	0.10	0.11	0.13	0.17
	Average (slope of 2 to 7%)	0.13	0.14	0.17	0.21
	Steep (slope > 7%)	0.16	0.18	0.21	0.26
Wooded area (clay soil)
	Flat (slope < 2%)	0.12	0.13	0.16	0.20
	Average (slope of 2 to 7%)	0.16	0.18	0.21	0.26
	Steep (slope > 7%)	0.20	0.22	0.26	0.33

(2)  the rain intensity, i, to be used is the intensity associated with a rainfall duration equal to the concentration time, tc, of the territory drained to the storm water management system established using equation 3-3 and associated with the return period considered, without considering a concentration time of less than 10 minutes.

Equation 3-3: tc = max (te + tf)

where:

	tc	=	Concentration time (min); if the concentration time is equal to or less than 10 minutes, the duration of the concentration time is 10 minutes
	te	=	Entry time established using equation 3-4 (min);
	tf	=	Water flow time in the storm water management system (min);
	max	=	Function of maximization indicating that the concentration time corresponds to the time associated with the combination of an entry time te, and a water flow time, tf, in the storm water management system that produces the highest peak flow.

Equation 3-4:

where:

	te	=	Entry time (min);
	L	=	Maximum distance covered by the water at the surface before reaching the intake of the storm water management system (m); maximum vale: 365 m;
	N	=	Roughness coefficient of the sheet flow according to the flow surfaces indicated in the Table 3.5 (s/m1/3);
	S	=	Average slope of the path travelled by the water before reaching the intake of the storm water management system (m/m).

Table 3.5 Roughness coefficients

Flow surface		Roughness coefficient
Asphalt/concrete		0.01 to 0.015
Smooth impervious surface		0.02
Bare soil, compacted, without debris, without rocks		0.10
Short and sparse vegetation		0.05
Cultivated soil
	Surface of residues ≤ 20%	0.06
	Surface of residues > 20%	0.17
Grass
	Short grass	0.15
	Dense grass	0.24
	Very dense grass	0.41
Natural grassland		0.13
Pastureland		0.40
Forest
	Sparse undergrowth	0.40
	Dense undergrowth	0.80

O.C. 871-2020, s. 24.

25. The following rules apply to factor, tf, of equation 3-3:

(1)  the water flow time, tf, for a storm water management system constituted of ditches is established using equation 3-5:

Equation 3-5:

where:

	tf	=	Water flow time in the storm water management system constituted of ditches (min);
	L	=	Length of water flow into ditches between the intake and the connection point to the storm water management system (m);
	n	=	Manning’s coefficient of the ditches determined in Table 3.6 (s/m1/3)
	R	=	Hydraulic radius of the ditches established by assuming that the design flow flows into the ditch. If a number of ditch geometries are present on the route, L, the geometry showing the highest hydraulic radius value must be used (m);
	S	=	Average slope of water flow (m/m);
	60	=	Conversion coefficient for the units.

Table 3.6 Manning’s coefficients

Type of ditch		Manning’s coefficient
Unprotected ditches A) Earth
	Without vegetation	0.018
	Grassed	0.025
	Sparse bush	0.080
	Dense bush	0.120
B) Rock
	Smooth and even	0.038
	Irregular with roughness	0.043
Protected ditches
A) Concrete
	Unfinished concrete	0.015
	Finishing	0.013
B) Concrete apron
	Stone and mortar walls	0.018
	Concrete block walls	0.023
	Armour stone walls (riprap)	0.025
C) Gravel apron
	Concrete walls	0.019
	Stone and mortar walls	0.022
	Armour stone walls (riprap)	0.028
D) Brick		0.016
E) Bituminous concrete		0.015
F) Wood		0.012
Road and drainage ditches
A) Depth < 200 mm
	Grass 50 mm	0.058
	Grass from 100 to 150 mm	0.070
	Hay 300 mm	0.130
	Hay 600 mm	0.215
B) depth from 200 to 450 mm
	Grass 50 mm	0.043
	Grass from 100 to 150 mm	0.050
	Hay 300 mm	0.105
	Hay 600 mm	0.145

(2)  the water flow time, tf, for a storm water management system constituted of pipes is established using equation 3-6:

where :

	tf	=	Water flow time in the storm water management system constituted of pipes (min);
	L	=	Length of water flow into the pipe between the intake and the connection point to the storm water management system (m);
	n	=	Manning’s coefficient of the pipes determined in Table 3.7 (s/m1/3)
	D	=	Diameter of the pipe (m). If a number of pipes are present on the route, L, an average diameter must be used;
	S	=	Average slope of water flow (m/m);
	60	=	Conversion coefficient for the units.

Table 3.7 Manning’s coefficients

Type of pipe	Roughness or corrugation		Manning’s coefficient
Round concrete pipe	Smooth		0.013
Rectangular concrete pipe	Timber formwork (rough)		0.016
	Timber formwork (smooth)		0.014
	Steel formwork (smooth)		0.013
Corrugated steel pipe Annular or helical corrugations	68 over 13 mm (annular)
		Unpaved	0.024
		25% paved	0.021
		100% paved	0.012
	68 over 13 mm (helical)
		Unpaved	Variable with D
		25% paved	Variable with D
		100% paved	0.012
	76 over 25 mm (helical)		Variable with D
	150 over 25 mm		0.024
	125 over 25 mm		0.026
	75 over 25 mm		0.028
	150 over 50 mm		0.035
Corrugated steel pipe Multiplates	Variable corrugation		0.028 – 0.033
Thermoplastic pipe	Smooth inside		0.010
	Corrugated inside		0.020
Cast iron pipe	Smooth		0.013
Steel pipe	Smooth		0.011
Wood culvert	Smooth		0.016

O.C. 871-2020, s. 25.

§ 3 . — Rational method for determining a runoff volume

O.C. 871-2020, Sd. 3.

26. The minimum storage volume of storm water management works whose design criterion is the runoff volume corresponding to the maximum value of the differences between the runoff volume entering the storm water management work established using equation 3-7, Vinflow, and the volume leaving established using equation 3-8, Voutflow, obtained following a succession of calculations for which the rain duration, t, is increased by 5-minute increments from 5 minutes to 360 minutes.

Equation 3-7: Ventrant = [Cr(p) × Atotal × (i × M)/6] × t

where:

	Ventrant	=	Runoff volume entering the storm water management work during the time, t, and for the 100-year return period (m3);
	Cr(p)	=	Weighted runoff coefficient calculated under equation 3-2;
	Atotal	=	Area of the surfaces drained to the storm water management work (ha);
	i	=	Rain intensity associated with time, t, for the 100-year return period (mm/h);
	M	=	Increase to take into account the effects of climate change; the value of the increase must equal to or greater than 1.18;
	6	=	Conversion coefficient for the units;
	t	=	Duration of the rainfall (min);

Equation 3-8: Voutflow = k × Qoutflow × t × 60

where:

	Voutflow	=	Volume leaving the storm water management work during time t (m3);
	k	=	Value of the discharge factor as determined using figure 3.1;
	Qoutflow	=	Maximum flow leaving the flow control device (m3/s) established in accordance with Division V of Chapter III;
	t	=	Duration of the rainfall (min);
	60	=	Conversion coefficient for the units.

Figure 3.1 Value of the discharge factor, k, established according to the ratio of the controlled flow from the flow control device (Qoutflow) and the peak inflow (Qinflow).

O.C. 871-2020, s. 26.

27. An increase of 10% must be applied to the maximum value of the differences between the inflow volume and the outflow volume referred to in section 26.

O.C. 871-2020, s. 27.

§ 4 . — Computer model

O.C. 871-2020, Sd. 4.

28. The standards established in this subdivision apply to the computer model used to carry out the hydrological and hydraulic calculations used to size a storm water management system.

O.C. 871-2020, s. 28.

29. The computer model must be based on the calculation processes and algorithms of modelling software SWMM5, Storm Water Management Model, developed by the American agency Environmental Protection Agency.

O.C. 871-2020, s. 29.

30. The parameters of the computer model must comply with the values of the attributes indicated in Table 3.8 for “General options” type elements.

For the other parameters of the computer model, the values of the attributes, other than the Horton or Green-Ampt attributes, must be determined following a calibration of the model or, failing that, comply with the values indicated in Table 3.8.

For the values of the Horton or Green-Ampt attributes, if onsite data are available, the date must be used or, failing that, the values indicated in Table 3.8 must be complied with.

Table 3.8 Parameters of the SWMM5 computer model

Element of the model	Attribute	Value
General options	Units	L/s or m3/s
General options	Routing model	Dynamic wave
General options	Infiltration model	Horton or de Green-Ampt
General options	Reporting time steps	≤ 1 minute
General options	Routing time steps	≤ 30 seconds
General options	Allow ponding	Activated
Subcatchments	Roughness coefficient (N) – impervious area	Table 3.5
Subcatchments	Roughness coefficient (N) – pervious area
Subcatchments	Depth of depression storage - impervious area	Table 3.9
Subcatchments	Depth of depression storage - pervious area
Subcatchments	Horton – maximum infiltration rate (fo)	Table 3.10
Subcatchments	Horton – minimum infiltration rate (fc)	Table 3.11
Subcatchments	Horton – decay constant (k)	≥ 2
Subcatchments	Green-Ampt – Suction head at the wetting front	Table 3.12
Subcatchments	Green-Ampt – Saturated hydraulic conductivity
Node	Ponded area	Non-zero value

Table 3.9 Initial losses according to the type of surfaces

Type of surface	Minimum initial loss (mm)
Paving	1.5
Flat roof	1.5
Sloped roof	1.0
Grass	5.0
Wooded area and fields	8.0
Forest	15.0

Table 3.10 Initial infiltration capacity (fo)

Type of surface	Initial infiltration capacity (fo) (mm/hr)
	With little or no vegetation			With dense vegetation
	Sandy soil	Loam	Clay soil	Sandy soil	Loam	Clay soil
Completely dry soil	125	75	25	250	150	50
Virtually dry soil	60	40	15	125	75	25
Drained, but not dry soil (field capacity)	40	25	10	80	50	15
Virtually saturated to saturated soil	Values of Table 3.11

Table 3.11 Ultimate infiltration capacity (fc)

Hydrologic soil group(1)	Ultimate infiltration capacity (fc) (mm/hr)
A	35
B	15
C	2
D	0.5

Hydrologic groups A, B, C and D are those defined in the report Classement des séries de sols minéraux du Québec selon les groupes hydrologiques, Rapport final, IRDA, déc. 2013.

Table 3.12 Suction head at the wetting front and saturated hydraulic conductivity

Type of soil	Suction head at the wetting front (mm)	Saturated hydraulic conductivity (mm/hr)
Sand	50	120
Loamy sand	60	30
Sandy loam	110	11
Loam	90	3
Silty loam	170	7
Sandy clay loam	220	2
Clay loam	210	1
Silty clay loam	270	1
Sandy clay	240	1
Silty clay	290	1
Clay	320	0

O.C. 871-2020, s. 30.

31. The simulation model of a storm water management system must be a double drain construction.

A simulation model is a double drain construction where the minor and major drainage systems of the storm water management system are modellized and the surcharges of the minor drainage system and the interaction between the major and minor drainage systems are taken into consideration.

A minor drainage system intercepts, carries and discharges storm water from events having a return period equal to or less than 25 years and, where applicable, treats, holds and controls storm water flow: it comprises storm water management works, ditches, pipes, sumps and manholes.

A major drainage system allows the flow of surface storm water where the capacity of the minor drainage system is exceeded.

O.C. 871-2020, s. 31.

32. The characteristics of each modellized sub-basins in a computer model must be homogenous for the sub-basin modellized.

O.C. 871-2020, s. 32.

33. The duration of the simulation must end, at least, at the end of the simulated storm pattern plus 48 hours.

A storm pattern is rain that is integrated to the computer model for hydrological and hydraulic simulation purposes.

O.C. 871-2020, s. 33.

34. The continuity errors on the mass conservation of the runoff water model and water flow model must be between - 5% and + 5% at the end of a simulation.

O.C. 871-2020, s. 34.

35. Where simulated rain intensities or levels have return periods equal to or less than the service level of a simulated minor drainage system, no “node” type element of the computer model may be flooded on the surface for the duration of the simulation.

The service level of the minor drainage system is the annual probability that part or all of the minor network flow surcharges and corresponds to the return period according to T = 1/P where T is the return period in years and P is the annual probability that part or all of a minor network flow surcharges at least once.

O.C. 871-2020, s. 35.

36. No hydrographs of the “segment” type element of the computer model must have digital instabilities at the end of a simulation that affect the validity of the results.

O.C. 871-2020, s. 36.

37. The storm pattern for sizing storm water management works for controlling suspended matters, the quality control rain, is defined in Table 3.13.

The runoff volume to be treated, Vquality, and the runoff flow to be treated, Qquality, are those associated with the passing of the quality control rain defined in the first paragraph.

Table 3.13 Quality control rain

Time	Rain intensity		Time	Rain intensity		Time	Rain intensity
(min)	(mm/h)		(min)	(mm/h)		(min)	(mm/h)
0	0.00		130	5.70		250	2.16
10	1.30		140	16.70		260	2.02
20	1.37		150	32.91		270	1.90
30	1.44		160	18.34		280	1.80
40	1.53		170	7.25		290	1.70
50	1.64		180	5.28		300	1.62
60	1.77		190	4.24		310	1.56
70	1.92		200	3.59		320	1.48
80	2.12		210	3.14		330	1.42
90	2.38		220	2.80		340	1.37
100	2.74		230	2.54		350	1.33
110	3.24		240	2.34		360	1.28
120	4.07

O.C. 871-2020, s. 37.

38. The storm pattern for sizing storm water management works for controlling erosion, erosion control rain, is the type II NRCS rain defined in Table 3.14 having a total rainfall level corresponding to 75% of the rainfall level associated with a duration of 24 hours and having a return period of 2 years based on the intensity-duration-frequency values of rainfalls.

The runoff volume to control erosion, Verosion, is the volume associated with the passage of the type II NRCS rain defined in the first paragraph.

Table 3.14 Erosion control rain

Time	P/Ptotal(1)		Time	P/Ptotal(1)
00:00	0.000		11:00	0.235
02:00	0.022		11:30	0.283
04:00	0.048		11:45	0.357
06:00	0.080		12:00	0.663
07:00	0.098		12:30	0.735
08:00	0.120		13:00	0.772
08:30	0.133		13:30	0.799
09:00	0.147		14:00	0.820
09:30	0.163		16:00	0.880
09:45	0.172		20:00	0.952
10:00	0.181		24:00	1.000
10:30	0.204

(1) Cumulated fraction of rainfall since the beginning of the rain in relation to the total level of the rain.

O.C. 871-2020, s. 38.

39. Storm patterns for sizing storm water management works to control 10-year and 100-year floods must at least include Chicago type rainfalls of 3 hours and 6 hours having a return period of 10 years and 100 years, respectively.

The rainfall levels of the storm patterns must correspond to the rainfall level associated with the duration and 10-year or 100-year return period based on intensity-duration-frequency values of rainfalls.

O.C. 871-2020, s. 39.

40. Chicago rainfall is defined in equations 3-9 and 3-10:

Equation 3-9:

Equation 3-10:

where:

	iav	=	Rain intensity before the peak (mm/h);
	iap	=	Rain intensity after the peak (mm/h);
	tav	=	Time before the peak (min);
	tap	=	Time after the peak (min);
	r	=	Symmetry factor corresponding to the values indicated in Table 3.15;
	A,B,C	=	Regression coefficients of the intensity-duration-frequency curve defined in equation 3-11.

Equation 3-11: i = A/(B + t)c

where:

	i	=	Rain intensity (mm/h);
	t	=	Duration of the rain (min).

Table 3.15 Symmetry factor

Place	Symmetry factor (r)
Montréal	0.45
Lennoxville	0.37
Val d’Or	0.38
Québec	0.38
La Pocatière	0.42
Normandin	0.32
Bagotville	0.42
Other	0.40

O.C. 871-2020, s. 40.

41. The time step of the hyetograph of a rain pattern must comply with the durations indicated in Table 3.16:

Table 3.16 Duration of the time step of the hyetograph of a rain pattern

Type of rainfall	Duration of the time step of the hyetograph (min)
Chicago	10
NRCS type II	15

O.C. 871-2020, s. 41.

42. Where more than one rain pattern is used to design storm water management works, the patterns must be simulated and the results leading to the largest sizing of the storm water management works must be kept for design purposes.

O.C. 871-2020, s. 42.

DIVISION III REDUCTION OF SUSPENDED MATTERS

O.C. 871-2020, Div. III.

§ 1 . — General

O.C. 871-2020, Sd. 1.

43. To reach the goal of reducing suspended matters, the design of a storm water management system must

(1)  comply with the design standards of storm water management works provided for in subdivision 2 of Division III of Chapter III and allow application the calculation standards determined therein to assess the suspended matter reduction performance of storm water management works;

(2)  allow the treatment of the runoff volume or flow associated with the quality control rain in accordance with subdivision 3 of Division III of Chapter III; and

(3)  comply, where applicable, with the design standards of certain works supplementary to the storm water management works referred to in subdivision 4 of Division III of Chapter III.

O.C. 871-2020, s. 43.

§ 2 . — Multiple storm water management works

O.C. 871-2020, Sd. 2.

44. When a treatment train composed of more than one storm water management work is used, those works must be installed in increasing order of their suspended matter reduction performance, from upstream to downstream.

O.C. 871-2020, s. 44.

45. Two storm water management works of the same type may not be installed in series to increase the suspended matter reduction performance.

O.C. 871-2020, s. 45.

46. To determine the suspended matter reduction performance of 2 storm water management works of a different nature installed in series, equation 3-12 must be used. Note that no reduction performance is recognized for a pretreatment work unless such a work is listed in Table 3.17.

Equation 3-12: P = A + B – [(A × B)/100]

where:

	P	=	Suspended matter reduction performance for 2 storm water management works installed in series (%); minimum value of 80%;
	A	=	Reduction performance of the storm water management work situated upstream in accordance with Table 3.17 (%);
	B	=	Reduction performance of the storm water management work situated downstream in accordance with Table 3.17 (%).

O.C. 871-2020, s. 46.

47. To determine the suspended matter reduction performance of storm water management works installed in parallel, equation 3-13 must be used. Note that no reduction performance is recognized for a pretreatment work unless such a work is listed in Table 3.17.

Equation 3-13:

where:

	P	=	Suspended matter reduction performance of n storm water management works installed in parallel (%); minimum value of 80%;
	Qi	=	Flow passing through the work i (m3/s);
	ri	=	Suspended matter reduction performance of storm water management work I determined in accordance with Table 3.17 (%);

Table 3.17 Suspended matter reduction performance

Storm water management work	Suspended matter reduction performance
Dry retention system	40 to 60%: performance established in accordance with subdivision 2 of Division I of Chapter IV
Permanent volume retention system	50 to 90%: performance established in accordance with subdivision 2 of Division II of Chapter IV
Grassed ditch	50% or performance established in section 146
Hydrodynamic separator	Variable: performance established in accordance with Division IV of Chapter IV
Commercial storm water traetment technology	50% or 80%: performance established in accordance with Division V of Chapter IV

O.C. 871-2020, s. 47.

§ 3 . — Volume or design flow

O.C. 871-2020, Sd. 3.

48. Storm water management works must be designed to treat the runoff volume or flow associated with the quality control rain whether the design of the work is based on a runoff volume or flow.

The quality control rain for a storm water management work whose design is based on a runoff volume is rainfall having a total rainfall level of 25 mm.

The quality control rain for a storm water management work whose design is based on a runoff flow is rainfall having an average rain intensity corresponding to 65% of the rain intensity having a 2-year return period based on rainfall intensity-duration-frequency data for a duration that may not exceed the concentration time of the territory draining to a storm water management work established using equation 3-3.

O.C. 871-2020, s. 48.

49. Failing the use of a computer model, the runoff volume to be treated to reduce suspended matters and that drains to a storm water management work whose design is based on a runoff volume is established using equation 3-14:

Equation 3-14: Vquality = 25 × 0.9 × Aimp × 10

where:

	Vquality	=	Runoff volume referred to in sections 48 and 49 (m3);
	25	=	Quality control rain level (mm);
	0.9	=	Runoff coefficient;
	Aimp	=	Sum of impervious surfaces drained to the storm water management work, including surfaces drained indirectly (ha);
	10	=	Conversion coefficient for the units.

O.C. 871-2020, s. 49.

50. Failing the use of a computer model, the runoff flow to be treated to reduce suspended matters and that drains to a storm water management work whose design is based on a runoff flow is established using equation 3-15:

Equation 3-15: Qquality = (0.65 × i2years × 0.9 × Aimp)/360

where:

	Qquality	=	Runoff flow to be treated (m3/s);
	0.65	=	Rainfall level adjustment factor;
	i2years	=	Rain intensity having a 2-year return period based on the rainfall intensity-duration-frequency values for a duration that may not exceed the concentration time of the territory draining to a storm water management work (mm/h);
	0.9	=	Associated runoff coefficient;
	Aimp	=	Sum of impervious surfaces drained to the storm water management work, including surfaces drained indirectly (ha);
	360	=	Conversion coefficient for the units.

O.C. 871-2020, s. 50.

§ 4 . — Supplementary storm water management works

O.C. 871-2020, Sd. 4.

§§ 1.  — REVEGETATION

O.C. 871-2020, Sd. 1.

51. No invasive exotic plant species may be used in the design of a storm water management system.

O.C. 871-2020, s. 51.

52. Where the design of a storm water management system includes the use of plants, the plants chosen must be adapted to the hydrological zone indicated in Table 3.18.

The hydrological zones correspond to those listed in Table 3.19.

Table 3.18 Hydrological zones

Storm water management work	Hydrological zone
	1	2	3	4	5
Dry retention system			X	X	X
Permanent volume retention system	X	X	X	X	X
Grassed ditch			X	X	X

Table 3.19 Description of hydrological zones

Zone	Description	Hydrological conditions
1	Permanent deep water	• Permanent presence of water;
		• Water depth > 0.5 m;
		• Aquatic plants appropriate for the greatest depths.
2	Permanent shallow water	• Permanent presence of water;
		• Water depth from 0.15 to 0.5 m.
3	Retention zone	• Exposed zone between 2 rain events, but regularly flooded;
		• For a dry retention system and a grassed ditch, the zone corresponds to the zone between the bottom and the water level reached following the passage of the erosion control rain defined in section 76;
		• For a permanent volume retention system, the zone corresponds to the permanent volume water level in the water and sediment accumulation zone and the level reached by the water following the passage of the erosion control rain defined in section 76.
4	Riparian border	• Occasionally flooded during events having 2-year and 100-year return period.
5	Outside strip	• Rarely or never flooded;
		• Developed areas for environmental and aesthetic aspects and to control access to the storm water management work.

O.C. 871-2020, s. 52.

53. The plantation plans and specifications of a storm water management work must

(1)  indicate and locate the plants to be planted;

(2)  specify the composition and depth of the growth substrates;

(3)  indicate the methods for the planting of substrates and plants; and

(4)  indicate the plant storage methods.

The plantation plans and specifications of the grassed ditch for hydrological zones 2 and 3, except accesses provided for maintenance, must be prepared by a person holding a university diploma in landscape architecture, biology or in the forest field, or under the person’s supervision.

O.C. 871-2020, s. 53.

54. The plantation specifications for a project must include the following clauses:

(1)  measures to prevent soil erosion must be present until at least 90% of the planted surface is occupied by well-established plant species in the case of revegetation by seeding, or until the plant species are well established and able to ensure erosion control in the case of revegetation by plantation;

(2)  the replanted surfaces must show a minimum rate of coverage by living plants of 90% at the end of at least 1 year following the end of the revegetation work. Revegetation must be carried out again for as long as the plant survival rate is not at least 90% at the end of the year following revegetation work;

(3)  fertilization during the plant establishment period must be carried out according to standard BNQ 0605-100 — Aménagement paysager à l’aide de végétaux;

(4)  as soon as the plants are received and stored and up to 12 months after plantation, the measures required by the contractor to protect and ensure their survival.

O.C. 871-2020, s. 54.

55. The maintenance program must indicate that plant maintenance must be carried out according to standard BNQ 0605-200 — Entretien arboricole et horticole.

O.C. 871-2020, s. 55.

§§ 2.  — PRETREATMENT WORK

O.C. 871-2020, Sd. 2.

56. The purpose of a pretreatment work is to collect particles contained in storm water before they enter in a storm water management work.

The following in particular are pretreatment works: the hydrodynamic separator, the grassed ditch and the pretreatment cell.

O.C. 871-2020, s. 56.

57. Every pretreatment work must be situated upstream of storm water management works.

O.C. 871-2020, s. 57.

58. A level 1 or level 2 pretreatment work must be installed for each intake of the dry retention system or the permanent volume retention system whose purpose is to reduce suspended matters through which travels storm water from at least 10% of the surfaces drained by the dry retention system or the permanent volume retention system.

A level 1 preteatment work allows the withdrawal of at least 35% of suspended matters or the removal of at least 120 μm of particles during the passage of the runoff flow to be treated. A level 2 preteatment work allows the withdrawal of at least 50% of suspended matters or the removal of at least 65 μm of particles during the passage of the runoff flow to be treated.

O.C. 871-2020, s. 58.

59. The hydrodynamic separator is a level 1 or level 2 pretreatment work depending on the performance associated with the treatment flow of the selected model determined under Division IV of Chapter IV, and the grassed ditch and pretreatment cell are a level 2.

O.C. 871-2020, s. 59.

§§ 3.  — PRETREATMENT CELL

O.C. 871-2020, Sd. 3.

60. A pretreatment cell is a water basin in which particles greater than 65 μm contained in storm water settle.

It is separated from the storm water management work by a barrier.

O.C. 871-2020, s. 60.

61. The barrier separating a pretreatment cell from the storm water management work must allow the distribution of water over the full width of the water and sediment accumulation zone.

If a granular berm is used as barrier, it must be protected from erosion.

O.C. 871-2020, s. 61.

62. A pretreatement cell of a dry retention system must be empty at least 48 hours after the end of the rain event if no other rain event occurs during that period.

A rain event corresponds to the rainfall observed during and after a continuous period of at least 6 hours during which the total rainfall level does not exceed 0.3 mm.

O.C. 871-2020, s. 62.

63. The water level in the pretreatment cell must not exceed 1 m.

O.C. 871-2020, s. 63.

64. The water flow speed in the pretreatment cell must be less than 1.2 m/s during the passage of the peak flow having a 2-year return period.

O.C. 871-2020, s. 64.

65. A layout allowing the complete emptying of the pretreatment cell or the drainage of water using a removable pump must be provided for.

O.C. 871-2020, s. 65.

66. The total storage capacity for the accumulation of sediments and water of all pretreatment cells, distributed proportionally between the tributary surfaces of each pipe, is established using equation 3-16:

Equation 3-16: Vcell1 = 0.15 × Vquality

where:

	Vcell1	=	Total storage capacity for the accumulation of sediments and water of all pretreatment cells (m3);
	Vquality	=	Runoff volume to be treated as defined in sections 48 and 49 (m3).

O.C. 871-2020, s. 66.

67. The total storage capacity for the accumulation of sediments and water of all pretreatment cells if sand or other aggregate is used in winter as abrasive in the territory draining to the dry retention system or the permanent volume retention system is established using equation 3-17:

Equation 3-17: Vcell2 = 1.20 × Vcell1

where:

	Vcell2	=	Total storage capacity for the accumulation of sediments and water of all pretreatment cells if sand of other aggregate is used in winter as abrasive in the territory draining to the dry retention system or the permanent volume retention system (m3);
	Vcell1	=	Total storage capacity for the accumulation of sediments and water of all pretreatment cells established using equation 3-16 (m3).

O.C. 871-2020, s. 67.

68. The capacity of each pretreatment cell to be reserved for the accumulation of sediments is established using equation 3-18:

Equation 3-18: Vséd = 0,50 × Vcell

where:

	Vséd	=	Storage volume of each pretreatment cell to be reserved for the accumulation of sediments (m3);
	Vcell	=	Total storage capacity for the accumulation of sediments and water of all pretreatment cells established using equation 3-16 (Vcell) or equation 3-17 (Vcell) (m3), as the case may be.

O.C. 871-2020, s. 68.

69. The pretreatment cell must be equipped with an access for the maintenance machinery. If an access ramp is installed, it must comply with the layout standards provided for in section 90.

O.C. 871-2020, s. 69.

70. A sediment accumulation level indicator must be installed in the pretreatment cell and have a mark indicating the level reached by the sediment volume determined in section 68.

O.C. 871-2020, s. 70.

§§ 4.  — MICROBASIN

O.C. 871-2020, Sd. 4.

71. A microbasin is a depressed cavity situated downstream of the dry retention system allowing the maintenance of a permanent water volume to prevent sedimented particles from being again suspended and the sealing of the opening provided for the control of suspended matters or erosion.

O.C. 871-2020, s. 71.

72. The storage capacity of the microbasin must correspond to at least 15% of the runoff volume to be treated.

O.C. 871-2020, s. 72.

73. A reserve volume for the accumulation of sediments, corresponding to half of the storage capacity of the microbasin, must be provided for to allow an accumulation of sediments for complying with the average water level in the microbasin.

O.C. 871-2020, s. 73.

74. The average water level of the microbasin must be at least 1 m when the reserve volume for the accumulation of sediments is full.

O.C. 871-2020, s. 74.

75. A sediment accumulation level indicator must be installed in the microbasin and have a mark indicating the level reached by the sediment volume determined in section 73.

O.C. 871-2020, s. 75.

DIVISION IV EROSION CONTROL

O.C. 871-2020, Div. IV.

76. To minimize accelerated erosion of receiving lakes and watercourses, the average flow coming out of the territory drained by a storm water management system at the end of the work during the passage of erosion control rain, erosion, must not exceed the value established using equation 3-19; if the value obtained according to the equation is less than 5 L/s, the value of 5 L/s must be used.

Erosion control rain is rainfall having a total rainfall level corresponding to 75% of the rainfall level associated with a period of 24 hours and having a 2-year return period based on the rainfall intensity-duration-frequency values.

Equation 3-19: Q̅erosion = Verosion/86,400

where:

	Q̅erosion	=	Average flow leaving during the passage or the erosion control rain (m3/s);
	Verosion	=	Runoff volume to be controlled for erosion;
	86,400	=	Number of seconds in 24 hours.

O.C. 871-2020, s. 76.

77. The runoff volume to be controlled for erosion is the volume established using equation 3-20:

Equation 3-20: Verosion = H2years × 0.75 × Atotal × Cr(p) × 10

where:

	Verosion	=	Runoff volume to be controlled for erosion (m3);
	H2years	=	Rain level associated with a period of 24 hours and having a 2-year return period based on the rainfall intensity-duration-frequency values (mm);
	0.75	=	Rain level adjustment factor;
	Atotal	=	Area of the installation or extension project of the storm water management system (ha);
	Cr(p)	=	Weighted runoff coefficient;
	10	=	Conversion coefficient for the units.

O.C. 871-2020, s. 77.

78. The maximum flow coming out of the territory drained to the storm water management system at the end of the work during the passage of erosion control rain must not exceed double the average flow.

O.C. 871-2020, s. 78.

DIVISION V FLOOD CONTROL

O.C. 871-2020, Div. V.

79. In order not to increase the frequency of flooding of receiving lakes or watercourses and to not reduce the service level of infrastructures crossing the lakes or watercourses situated in the area of influence of the project, peak flows from the territory drained to a storm water management system must comply with the following conditions:

(1)  for the 10-year return period, the peak flow must be less or equal to the weakest of

(a)  the runoff peak flow prevailing before the carrying out of the work for the 10-year return period; and

(b)  the sum of the surfaces of the project multiplied by 10 L/s/ha;

(2)  for the 100-year return period, the peak flow must be less than or equal to the weakest of

(a)  the runoff peak flow prevailing before the carrying out of the work for the 100-year return period; and

(b)  the sum of the surfaces of the project multiplied by 30 L/s/ha.

For the purposes of hydrological calculations, the conditions prevailing before the carrying out of the work must be presumed to be a densely wooded area in good condition, unless photographs of the ground, aerial or satellite, show different ground occupancy, in a minimum continuous period of 10 years before the carrying out of the work. If more than one type of occupancy of the territory is present on the site during that period, the type of occupancy having the weakest runoff potential must be used for the calculations.

The service level of infrastructures is the annual probability that the hydraulic capacity of the infrastructures are exceeded and corresponds to the return period according to T = 1/P where T is the return period in years and P is the annual probability that the hydraulic capacity is exceeded at least once.

The influence area of the project is the section of the hydraulic section downstream of the project starting at the discharge point of the storm water management system and ending at the point where the area of the project represents only 10% of the watershed.

O.C. 871-2020, s. 79.

CHAPTER IV DESIGN — STORM WATER MANAGEMENT WORKS

O.C. 871-2020, c. IV.

DIVISION I DRY RETENTION SYSTEM

O.C. 871-2020, Div. I.

§ 1 . — Flow control

O.C. 871-2020, Sd. 1.

80. A dry retention system must be open.

The minimum retention capacity of this system corresponds to the water volume associated with a 100-year return period whose flow corresponds to the flow refered to in subparagraph 2 of the first paragraph of section 79. The capacity is calculated from the location where the water begins to be discharged by the flow control device.

O.C. 871-2020, s. 80.

81. A dry retention system must not be installed in a karst site.

O.C. 871-2020, s. 81.

82. The floor of the dry retention system must have a longitudinal slope between 0.5% and 2% and lateral slopes equal to or greater than 2%.

O.C. 871-2020, s. 82.

83. A minimum distance of 300 mm must separate the groundwater average seasonal peak and the floor of the dry retention system at its lowest point, except if the dry retention system is constituted of a leakproof membrane or perforated drains collecting the water under the system floor.

The groundwater average seasonal peak is determined using one of the following methods:

(1)  the average of the maximum levels recorded between 1 May and 30 November for at least 2 years using a piezometer installed on the site of the dry retention system;

(2)  from the observation of the redox level on the site of the dry retention system;

(3)  by adding 1.5 m to a punctual measurement of the groundwater level obtained on the site of the dry retention system. If the calculation leads to a groundwater level above the surface, the groundwater average seasonal peak is a level flush with the surface.

O.C. 871-2020, s. 83.

84. A minimum freeboard of 300 mm must separate the water level associated with a 100-year return period and the point where the dry retention system starts to overflow at its lowest point.

O.C. 871-2020, s. 84.

85. The emergency weir must have a capacity allowing for the discharge of the flow associated with an event having a 100-year return period.

O.C. 871-2020, s. 85.

86. The inlet and outlet pipes must have a minimum inside diameter of 450 mm and a minimum draining slope of 1% over at least 10 m from the dry retention system. If the draining slope is less than 1%, the minimum inside diameter of the pipe must be at least 525 mm.

O.C. 871-2020, s. 86.

87. The inlet pipes must be protected to limit washout and local erosion.

O.C. 871-2020, s. 87.

88. The flow control devices at the outlet must be protected against sealing and obstruction by debris, ice or frost. The components of the flow control devices must be corrosion-resistant and protected against vandalism.

O.C. 871-2020, s. 88.

89. The downstream end of the outlet pipes must be protected to limit washout and erosion and protected against vandalism.

O.C. 871-2020, s. 89.

90. A road must make it possible for the machinery used for maintenance to access the dry retention basin and an access ramp with a maximum slope of 15% and a minimum width of 3 m must descend to the bottom of the basin. If the roadway is consolidated, the maximum slope does not apply.

O.C. 871-2020, s. 90.

91. A dry retention system must be empty less than 72 hours after the end of a rain event if no other rain event occurs during that period.

For the purposes of the first paragraph, the dry retention system is considered empty where less than 10% of the maximum volume reached in the system following the passage of a rain event is present in the system.

O.C. 871-2020, s. 91.

92. In the water and sediment accumulation zone, a volume for the accumulation of sediments must be provided for on top of the storage volume provided for the water.

O.C. 871-2020, s. 92.

93. A sediment accumulation level indicator must be installed in the water and sediment accumulation zone and have a mark indicating the level where the sediment volume provided for in section 92 is reached, as calculated in accordance with section 109.

O.C. 871-2020, s. 93.

94. The flow control devices of the dry retention system must include

(1)  a device for ensuring compliance with the average flow during the passage of the erosion control rain, Qerosion;

(2)  a device for ensuring compliance with the peak flow established in subparagraph 1 of the first paragraph of section 79; the sizing of the device must take into account the flow discharged by the device provided for in subparagraph 1 of the first paragraph and, where applicable, the device provided for in section 103; and

(3)  a device for ensuring compliance with the peak flow established in subparagraph 2 of the first paragraph of section 79; the sizing of the device must take into account the flow discharged by the devices provided for in subparagraphs 1 and 2 of the first paragraph and, where applicable, by the device provided for in section 103.

Despite the foregoing, if a flow control device of the orifice or orifice plate type is used, the diameter must not be less than 75 mm.

O.C. 871-2020, s. 94.

95. Subject to the restrictions in the second paragraph, the following types of flow control devices must be used:

(1)  orifice or orifice plate;

(2)  flow restricting pipe;

(3)  broad-crested or sharp-crested weir;

(4)  vortex flow regulator;

(5)  buoyant flow control devices providing a constant discharge.

Except in the case of peak flows equal to or less than 15L/s, vortex flow regulators or buoyant flow control devices providing a constant discharge may not be used in a dry retention system to reproduce peak flows with a period equal to or less than 25 years.

O.C. 871-2020, s. 95.

96. Where the flow control device is sized to discharge a flow equal to or less than 15 L/s, a vortex flow control device must be used.

A vortex flow control device must never be submerged downstream.

O.C. 871-2020, s. 96.

97. The sizing of the flow control device of the orifice or orifice plate type must be established using equation 4-1 if a maximum flow is used for design purposes or equation 4-2 if an average flow is used for design purposes.

Equation 4-1:

where:

	A	=	Flow section of the orifice (m2);
	Q	=	Flow leaving an orifice ensuring compliance with paragraph 1, 2 or 3 of section 94 (m3/s);
	C	=	Discharge coefficient of the orifice; minimum value 0.60;
	9.81	=	Gravitational acceleration (m/s2)
	H1	=	Vertical distance between the centre of the orifice and the average water level reached upstream of the orifice;
	H2	=	Vertical distance between the centre of the orifice and the water level downstream of the orifice (m); if the downstream side of the orifice is not submerged and is free-flowing, then H2=0.

Equation 4-2:

where:

	A	=	Flow section of the orifice (m2);
	Q̅erosion	=	Average outlet flow during the passage of erosion control rain;
	C	=	Discharge coefficient of thew orifice; minimum value: 0.60;
	9.81	=	Gravitatinal acceleration (m/s2);
	H1	=	Vertical distance between the centre of the orifice and the average water level reached upstream of the orifice; the average level corresponds to the average between the maximum level and the level of the centre of the orifice;
	H2	=	Vertical distance between the centre of the orifice and the water level downstream of the orifice (m); if the downstream side of the orifice is not submerged and is free-flowing, then H2=0.

O.C. 871-2020, s. 97.

98. The sizing of a flow control device of a non- submerged thin-walled weir type is established using equation 4-3, in the case of a trapezoidal weir.

A thin-walled weir is a weir made of a thin plate less than 5 mm thick.

A trapezoidal weir consists of 1 rectangular weir and 2 triangular weirs.

Equation 4-3: Qns = Cd × (L – 0.1 × i × H) × H3/2 + Cc × Ø × H5/2

where:

	Qns	=	Flow discharge by a non-submerged thin-walled trapezoidal weir (m3/s);
	Cd	=	Flow coefficient for the rectangular central part of the weir, with Cd= 1.81 + (0.22 x H/P), where P= height of the crest above the channel bottom or invest or the discharge channel (m1/2/s); if H/P < 0.3, Cd = 1.84;
	L	=	Length of the weir (m); for a triangle weir L = 0 m;
	i	=	Number of contractions: 0, 1 or 2;
	H	=	Height of the runoff curve above the crest (m);
	Cc	=	Flow coefficient for each triangle of the weir; a value of 1.38 must be used where tg-1(Ø) is between 10° and 50°(m1,5/s);
	Ø	=	Ratio of the horizontal distance and the vertical distance of each of the lateral walls; for a rectangular weir Ø = 0.

O.C. 871-2020, s. 98.

99. The sizing of a flow control device of the thin-walled weir type submerged downstream must be established using equation 4-4:

Equation 4-4:

where:

	Qs	=	Flow discharged by a submerged thin-walled weir (m3/s);
	Qns	=	Flow discharged by the non-submerged weir (m3/s);
	H1	=	Height of the runoff curve above the crest upstream of the weir (m);
	H2	=	Height of the runoff curve above the crest downstream of the weir (m).

O.C. 871-2020, s. 99.

100. The sizing of a flow control device of a non-submerged broad-crested weir type must be established using equation 4-5, in the case of a rectangular weir.

A broad-crested weir is a weir having a thickness allowing the distribution of the pressure to be hydrostatic.

Equation 4-5: Qsp = Csp × (L – 0.1 × i × H) × H3/2

where:

	Qsp	=	Flow discharged by a non-submerged rectangular broad-crested weir (m3/s);
	Csp	=	Flow coefficient for a broad-crested weir determined in accordance with Table 4.1 (m1/2/s);
	L	=	Length of the weir (m);
	i	=	Number of contractions: value = 0, 1 or 2;
	H	=	Height of the runoff curve above the crest (m).

Table 4.1 Flow coefficient

O.C. 871-2020, s. 100.

§ 2 . — Control of suspended matters

O.C. 871-2020, Sd. 2.

101. This subdivision applies to a dry retention system that also reduces suspended matters.

O.C. 871-2020, s. 101.

102. The suspended matter reduction performance of the dry retention system is established in accordance with figure 4.2; it is between 40% and 60% depending on the retention period.

The retention period corresponds to the time elapsed between the time the water of the dry retention system reaches a maximum level and the time when there is less than 10% of the volume in the system.

Figure 4.2 Suspended matter reduction performance of a dry retention system according to the retention period

O.C. 871-2020, s. 102.

103. The dry retention system must have a flow control device for the reduction of suspended matters that ensures a retention period of the runoff volume to be treated of at least 12 hours.

If a flow control device of the orifice or orifice-plate type is used, the diameter may not be less than 75 mm. In that case a value of 40% must be used as suspended matter removal performance.

Where a flow control device is added to the dry retention system in accordance with the first paragraph, the device provided for in subparagraph 1 of the first paragraph of section 94 becomes optional.

O.C. 871-2020, s. 103.

104. The maximum flow coming out of the dry retention system for the retention period may not exceed double the average flow determined using equation 4-6:

Equation 4-6: Q̅ mes = Vquality/[ t × (3,600)]

where:

	Q̅ mes	=	Average outlet flow of the dry retention system to discharge the runoff volume to be treated (m3/s);
	Vquality	=	Runoff volume to be treated (m3);
	t	=	Retention period (h);
	3,600	=	Number of seconds in 1 hour.

O.C. 871-2020, s. 104.

105. The sizing of the flow control device for the reduction of suspended matters, in the case of an orifice or orifice plate type, is established using equation 4-7:

Equation 4-7

where:

	A	=	Flow section of the orifice (m2);
	Q̅ mes	=	Average outlet flow of the dry retention system to discharge the runoff volume to be treated (m3/s);
	C	=	Discharge coefficient of the orifice minimum value: 0.60;
	9.81	=	Gravitational acceleration (m/s2);
	H1	=	Vertical distance between the centre of the orifice and the average water level reached upstream of the orifice; the average level corresponds to the average between the maximum level and the level of the centre of the orifice;
	H2	=	Vertical distance between the centre of the orifice and the water level downstream of the orifice (m); if the downstream side of the orifice is not submerged and is free-flowing, then H2=0.

O.C. 871-2020, s. 105.

106. The route followed by the water in the dry retention system by at least 80% of the runoff volume to be treated must have a minimum ratio of the width over the length of the flow path of 3 to 1, or a minimum ratio of the flow path over the length of the work of 3 to 1.

A flow path is the route followed by the water between an intake in a storm water management work and the outlet of the work.

O.C. 871-2020, s. 106.

107. The ratio of the lengths of the shortest flow path and the longest flow path must be at least 0.7, except if less than 20% of the surfaces drained to the dry retention system drain through the shortest flow path.

O.C. 871-2020, s. 107.

108. If a low volume flow channel is installed at the bottom of the basin, it must not be covered with concrete or asphalt.

O.C. 871-2020, s. 108.

109. The volume for the accumulation of sediments provided for in the water and sediment accumulation zone must correspond to at least the smaller of the following values, irrespective of the volumes calculated for the pretreatment cell and the microbasin, where applicable:

(1)  20% of the runoff volume to be treated;

(2)  the volume established using equation 4-8:

Equation 4-8: VMES = Msed. × N × Aimp × P/100

where:

	VMES	=	Reserve volume for the accumulation of sediments (m3);
	Msed.	=	Volume of sediments produced per year per hectare (m3/year/ha): minimum value: 0.68;
	N	=	Expected number of years of operation without maintenance (year); minimum value: 5;
	Aimp	=	Area of impervious surfaces drained to the dry retention system (ha);
	P	=	Suspended matter reduction performance determined in accordance with figure 4.2 (%).

O.C. 871-2020, s. 109.

§ 3 . — Maintenance program

O.C. 871-2020, Sd. 3.

110. The maintenance program must include

(1)  an estimate of the expected reserve volume for the accumulation of sediments in the water and sediment accumulation and, where applicable, the microbasin and the pretreatment work;

(2)  the expected number of years of operation without maintenance of the dry retention system, expressed in years, established using equation 4-9:

Equation 4-9: N = VMES/(Msed. × Aimp × P/100)

where:

	N	=	Estimate of the expected number of years or operation without maintenance (year): minimum value: 1;
	VMES	=	Reserve volume for the accumulation of sediments in the dry retention system (m3);
	Msed.	=	Volume of sediments produced per year per hectare (m3/year/ha): minimum value: 0.68;
	Aimp	=	Area of impervious surfaces drained to the dry retention system (ha);
	P	=	Suspended matter reduction performance determined in accordance with figure 4.2 (%);

(3)  the need to proceed with the maintenance of the water and sediment accumulation zone where

(a)  the accumulation of sediments reaches the mark affixed on the sediment level indicator;

(b)  water remains present 72 hours after the end of the rain event and no other rain event has occurred during that period;

(4)  the need to proceed, where applicable, with the maintenance of the pretreatment work where

(a)  the accumulation of sediments reaches the mark affixed on the sediment level indicator;

(b)  water remains present 24 hours after the end of a rain event and no other rain event has occurred during that period;

(5)  the water discharge curve of the retention system according to the water level;

(6)  the curve describing the volume of storage according to the water level;

(7)  the water level from which the dry retention system overflows at its lowest point.

O.C. 871-2020, s. 110.

DIVISION II PERMANENT VOLUME RETENTION SYSTEM

O.C. 871-2020, Div. II.

§ 1 . — Flow control

O.C. 871-2020, Sd. 1.

111. The permanent volume retention system must be open.

The minimum retention capacity of the temporary detention of the system corresponds to the water volume associated with a 100-year return period whose flow corresponds to the flow referred to in subparagraph 2 of the first paragraph of section 79. The capacity is calculated from the location where the water begins to be discharged by the flow control device.

O.C. 871-2020, s. 111.

112. The average depth of the volume occupied by permanent water must be greater than 1 m.

The average depth is calculated by dividing the volume occupied by the permanent water by the area occupied at the surface by that volume of water.

O.C. 871-2020, s. 112.

113. The thickness of the temporary volume of water associated with a 100-year return period must be less than 3 m.

O.C. 871-2020, s. 113.

114. A minimum freeboard of 300 mm must separate the water level associated with a 100-year return period and the point at which the permanent volume retention system begins to overflow at its lowest point.

O.C. 871-2020, s. 114.

115. The emergency weir must have a capacity allowing the discharge of the peak runoff flow entering the retention system and associated with an event having a 100-year return period.

O.C. 871-2020, s. 115.

116. The inlet and outlet pipes must have a minimum inside diameter of 450 mm and a minimum draining slope of 1% over at least 10 m from the permanent volume retention system. If the draining slope is less than 1%, the minimum inside diameter of the pipe must be at least 525 mm.

O.C. 871-2020, s. 116.

117. The invert of the inlet pipe must be located above the surface of the permanent water or, failing that, at least 150 mm lower than the underside of the ice cover, hg, established using equation 4-10:

Equation 4-10: hg = 20 × (Dg)0.5

where:

	hg	=	Thickness of the ice cover (mm);
	Dg	=	Sum of the freezing degree-days at the site of the permanent volume retention system determined using figure 4.3 or from the climate normals data published by Environment and Climate Canada (°C × days).

Figure 4.3 Freezing degree days index

O.C. 871-2020, s. 117.

118. The inlet pipes of the permanent volume retention system must be protected to limit washout and local erosion.

O.C. 871-2020, s. 118.

119. The flow control devices at the outlet of the permanent volume retention system must be protected against sealing and obstruction by debris, ice or frost. The components of the flow control devices must be corrosion-resistant and protected against vandalism.

O.C. 871-2020, s. 119.

120. At least one of the measures against freezing of the flow control devices shown in Table 4.4 must be provided at the outlet of the permanent volume retention system.

Table 4.4 Protection at outlet

O.C. 871-2020, s. 120.

121. The end of the protective plate shown in Table 4.4 must be situated at least 150 mm from the ice cover.

O.C. 871-2020, s. 121.

122. The inside diameter of an invert slope pipe shown in Table 4.4 must be at least 150 mm and the top of the pipe must be situated at least 150 mm from the ice cover.

O.C. 871-2020, s. 122.

123. The downstream end of the outlet pipes must be protected to limit washout and erosion and protected against vandalism.

O.C. 871-2020, s. 123.

124. A road must make it possible for the machinery used for maintenance to access the dry retention basin and an access ramp with a maximum slope of 15% and a minimum width of 3 m must descend to the bottom of the basin. If the roadway is consolidated, the maximum slope does not apply.

O.C. 871-2020, s. 124.

125. The volume of the temporary water must be discharged less than 72 hours after the end of the rain event if no other rain event has occurred during that period.

O.C. 871-2020, s. 125.

126. In the water and sediment accumulation zone

(1)  a reserve must be provided for the accumulation of sediments above the volume occupied by the permanent water;

(2)  a sediment accumulation level indicator must be installed and have a mark indicating the level where the sediment volume is reached, that the volume be the one provided for in paragraph 1 of this section or in section 136, as the case may be.

O.C. 871-2020, s. 126.

127. The provisions of sections 94 to 100 applicable to the dry retention system apply to the permanent volume retention system, with the necessary modifications.

O.C. 871-2020, s. 127.

§ 2 . — Control of suspended matters

O.C. 871-2020, Sd. 2.

128. This subdivision applies to a permanent volume retention system that also reduces suspended matters.

O.C. 871-2020, s. 128.

129. The suspended matter reduction performance of the permanent volume retention system is established in accordance with figure 4.5; it is included between 50% and 90% and varies according to the ratio between the volume of permanent water in the water and sediment accumulation zone and the runoff volume to be treated, Vquality, and according to the temporary retention period.

The temporary retention period corresponds to the time elapsed between the moment the volume of the temporary water reaches a maximum level and the moment there is less than 10% of the volume of maximum temporary water in the system.

The volume of the temporary water is the difference between the volume of water in the permanent volume retention system and the volume of permanent water in the water and sediment accumulation zone.

Figure 4.5 Suspended matter reduction performance

O.C. 871-2020, s. 129.

130. The volume of permanent water in the water and sediment accumulation zone must be at least equal to the runoff volume to be treated.

O.C. 871-2020, s. 130.

131. The bottom of the permanent volume retention system must be impervious.

O.C. 871-2020, s. 131.

132. The maximum flow leaving the permanent volume retention system for the temporary retention period may not exceed the flow calculated using equation 4-11:

Equation 4-11: Q̅max = 2 × [Vquality / (t × 3,600)]

where:

	Q̅max	=	Maximum flow leaving the permanent volume retention system for the temporary retention period;
	Vquality	=	Runoff volume referred to in sections 48 and 49 (m3);
	t	=	Temporary retention period (h);
	3,600	=	Number of seconds in an hour.

O.C. 871-2020, s. 132.

133. The sizing of the flow control device for reducing suspended matters, in the case of an orifice or orifice plate type, is established using equation 4-12:

Equation 4-12

where:

	A	=	Flow section of the orifice (m2);
	Q̅mes	=	Average flow leaving the permanent volume retention system to discharge the runoff volume to be treated (m3/s);
	C	=	Discharge coefficient of the orifice: minimum value: 0.60;
	9.81	=	Gravitational acceleration (m/s2);
	H1	=	Vertical distance between the centre of the orifice and the average water level reached upstream of the orifice; the average level corresponds to the average between the maximum level and the level of the centre of the orifice;
	H2	=	Vertical distance between the centre of the orifice and the water level downstream of the orifice (m); if the downstream side of the orifice is not submerged and is free-flowing, then H2=0.

O.C. 871-2020, s. 133.

134. The route followed by the water in the permanent volume retention system by at least 80% of the runoff volume to be treated must have a minimum ratio of the width over the length of the flow path of 3 to 1, or a minimum ratio of the flow path over the length of the work of 3 to 1.

A flow path is the route followed by the water between an intake in a storm water management work and the outlet of the work.

O.C. 871-2020, s. 134.

135. The ratio of the lengths of the shortest flow path and the longest flow path must be at least 0.7, except if less than 20% of the surfaces drained to the permanent volume retention system drain through the shortest flow path.

O.C. 871-2020, s. 135.

136. The reserve volume for the accumulation of sediments provided for in the water and sediment accumulation zone must correspond to at least the smaller of the following values, irrespective of the volumes calculated for the pretreatment cell, where applicable:

(1)  20% of the runoff volume to be treated;

(2)  the volume established using equation 4-13:

Equation 4-13: VMES = Msed. × N × Aimp × P/100

where:

	VMES	=	Reserve volume for the accumulation of sediments (m3);
	Msed.	=	Volume of sediments produced per year per hectare (m3/year/ha): minimum value: 0.68;
	N	=	Expected number of years of operation without maintenance (year); minimum value: 5;
	Aimp	=	Area of impervious surfaces drained to the permanent volume retention system (ha);
	P	=	Suspended matter reduction performance determined in accordance with figure 4.5 (%).

O.C. 871-2020, s. 136.

§ 3 . — Maintenance program

O.C. 871-2020, Sd. 3.

137. The maintenance program must include

(1)  an estimate of the expected reserve volume for the accumulation of sediments in the water and sediment accumulation zone and, where applicable, in the pretreatment work;

(2)  the expected number of years of operation without maintenance of the permanent volume retention system, expressed in years, established using equation 4-14:

Equation 4-14 N = VMES/(Msed. × Aimp × P/100)

where:

	N	=	Estimate of the expected number of years of operation without maintenance (year); minimum value: 5;
	VMES	=	Reserve volume for the accumulation of sediments in the permanent volume retention system (m3);
	Msed.	=	Volume of sediments produced per year per hectare (m3/year/ha): minimum value: 0.68;
	Aimp	=	Area of impervious surfaces drained to the permanent volume retention system (ha);
	P	=	Suspended matter reduction performance determined in accordance with figure 4.5 (%).

(3)  the minimum value of the water depth of the volume of permanent water in the water and sediment accumulation zone to be complied with and the site where the observation must be made;

(4)  the need to proceed to the maintenance of the water and sediment accumulation zone where the minimum value of the water depth observed at the site provided for in paragraph 3 is less than the value to be complied with;

(5)  the need to proceed, where applicable, to the maintenance of the pretreatment work where the accumulation of sediments reaches the mark affixed on the sediment level indicator;

(6)  the water discharge curve of the permanent volume retention system according to the water level;

(7)  the curve describing the storage volume according to the water level;

(8)  the water level from which the permanent volume retention system overflows at its lowest point.

O.C. 871-2020, s. 137.

DIVISION III GRASSED DITCH

O.C. 871-2020, Div. III.

§ 1 . — General

O.C. 871-2020, Sd. 1.

138. The width of the water flow into the grassed ditch must be included between 0.5 and 2.5 m.

O.C. 871-2020, s. 138.

139. The cross section of the floor of the grassed ditch must be smooth over the width of the ditch.

O.C. 871-2020, s. 139.

140. The longitudinal slope of the grassed ditch must be included between 0.3 and 5%.

If the longitudinal slope is greater than 5%, weirs must be installed so that the slope of the water flow between the weirs is between 0.3 and 5%. The weirs must be protected downstream against erosion.

O.C. 871-2020, s. 140.

141. The lateral walls of the grassed ditch must have a horizontal distance (H) ratio over a vertical distance (V) of 3H: 1V or be more gentle.

O.C. 871-2020, s. 141.

142. The bottom of the grassed ditch must be situated at a minimum distance of 300 mm from the average seasonal maximum groundwater level determined in accordance with section 83.

O.C. 871-2020, s. 142.

143. The average speed of water flow, V, established using equation 4-15, in the grassed ditch during the passage of the runoff flow to be treated must be less than 0.5 m/s.

Equation 4-15

where:

	V	=	Average water flow speed (m/s);
	N	=	Roughness coefficient during the passage of the runoff flow to be treated, Qquality; minimum value of 0.25;
	R	=	Hydraulic radius (m); for a trapezoidal channel R is established using equation 4-16;
	S	=	Longitudinal draining slope (m/m).

Equation 4-16

where:

	y	=	Water flow level (m);
	z	=	Ratio of the horizontal distance over a vertical distance unit (zH: 1V); value ≥ 3;
	b	=	Width at the bottom of the grassed ditch (m); value between 0.5 and 2.5 m.

O.C. 871-2020, s. 143.

144. The water flow level, y, in the grassed ditch during the passage of the runoff flow to be treated must be less than two-thirds the height of mowing of the vegetation, or mature vegetation present in the ditch where no maintenance is carried out, without exceeding 80 mm.

The water flow level, y, is established by iteration using equation 4-17:

Equation 4-17: Q = A × V

where:

	Q	=	Flow into the ditch (m3/s);
	A	=	Area of the flow section, for a trapezoidal channel, , A = by+zy2 (m2);
	V	=	Average water flow speed (m/s);

O.C. 871-2020, s. 144.

145. The minimum travel time of the water in the ditch, τ, established using equation 4-18, must be equal to or greater than 600 seconds.

The minimum travel time of the water is the average time that the water takes to flow into the grassed ditch from the last intake of the grassed ditch to the end of the ditch.

Equation 4-18: τ = L/V

where:

	τ	=	Minimum travel time of the water;
	L	=	Length of the grassed ditch, from the last water intake to the end of the ditch (m);
	V	=	Average water flow speed (m/s);

O.C. 871-2020, s. 145.

146. The suspended matter reduction performance is established using equation 4-19 if water input to the grassed ditch is evenly distributed over the length of the ditch.

Equation 4-19

where:

	P	=	Suspended matter reduction performance (%);
	V	=	Average water flow speed (m/s);
	L	=	Length of the grassed ditch (m).

Where the length of the ditch, L, is less than the product of the average water flow speed, V, multiplied by 600 seconds, V x 600, the suspended matter reduction performance, P, is 0%.

O.C. 871-2020, s. 146.

147. Each square metre of the surface of the grassed ditch must be covered 90% by shoots at least 120 mm high after a 7-week or more growth within the growth periods indicated in Table 4.6, according to the hardiness zone determined by Natural Resources Canada.

Table 4.6 Growth period according to hardiness zone

Hardiness zone	Growth period
2a and 2b	From 30 June to 21 August
3a and 3b	From 15 June to 30 August
4a and 4b	From 21 May to 10 September
5a and 5b	From 10 May to 21 September

O.C. 871-2020, s. 147.

148. The average water flow speed, V, during the passage of the flow having a 5-year return period must not exceed the values indicated in Table 4.7 according to the type of vegetation in place, the draining slope and the nature of the soils.

Table 4.7 Average water flow speed

Type of vegetation in the ditch	Slope (%)	Speed (m/s)
		Erosion-resistant soil	Non-erosion-resistant soil
Well-rooted grass	0-5	2.44	1.83
	5-10	2.13	1.52
	> 10	1.83	1.22
Short-blade grass	0-5	2.44	1.52
	5-10	1.83	1.22
	> 10	1.52	0.91
Mixture	0-5	1.52	1.22
	5-10	1.22	0.91
Grasses	0-5	1.07	0.76

O.C. 871-2020, s. 148.

§ 2 . — Maintenance program

O.C. 871-2020, Sd. 2.

149. The maintenance program must include the following information:

(1)  plants must be kept at a size of at least 120 mm;

(2)  each square metre of the surface of the grassed ditch must be reseeded where less than 90% of shoots are less than 120 mm high after a 7-week or more growth period within the growth periods indicated in Table 4.6;

(3)  the ditch must be subject to maintenance where water is present in the grassed ditch more than 48 hours after the end of the rain event and no other rain event has occurred during that period.

O.C. 871-2020, s. 149.

DIVISION IV HYDRODYNAMIC SEPARATOR

O.C. 871-2020, Div. IV.

§ 1 . — General

O.C. 871-2020, Sd. 1.

150. To be installed, a hydrodynamic separator must comply with the following:

(1)  hydrodynamic separator have been verified under Canada’s Environmental Technology Verification Program or as part of a verification process compliant with ISO Standard 14034 Environmental management — Environmental technology verification (ETV);

(2)  the verification conducted under paragraph 1 confirms, through a verification certificate or declaration, that the laboratory test procedure for oil and grit separators published by Canada’s Environmental Technology Verification Program has been complied with;

(3)  the verification certificate or declaration referred to in paragraph 2 is not expired on the date on which the plans and specifications are signed or is dated not more than 3 years before the signing of the plans and specifications;

(4)  the conditions and restrictions provided for in the verification certificate or declaration, the technology sheet and the verification report produced at the end of the verification process performed under paragraph 1 are complied with.

O.C. 871-2020, s. 150.

151. For a given loading rate, a hydrodynamic separator may be installed in a series configuration if a test for resuspension of sediments conducted at a loading rate corresponding to 200% of the loading rate has been successful.

An installation in a series configuration is an installation in which flows travelling in a storm water management system are sent to a non-bypass treatment unit upstream of the hydrodynamic separator.

O.C. 871-2020, s. 151.

152. For a given loading rate, a hydrodynamic separator may be installed in a parallel configuration if a test for resuspension of sediments conducted at a loading rate corresponding to at least 125% of the given loading rate has been successful.

An installation in a parallel configuration is an installation in which flows equal to or less than the treatment capacity of the hydrodynamic separator are sent, the excess flows being bypassed upstream by an outside work to bypass the hydrodynamic separator in order to reach the storm water management system downstream of the hydrodynamic separator.

O.C. 871-2020, s. 152.

153. A test for resuspension is successful where the concentration of suspended matters at the effluent is less than 20 mg/L for a series configuration and 10 mg/L for a parallel configuration, after correction to take into account the concentration of raw water and the smallest particle that may be intercepted during the suspended matter reduction performance.

For the purposes of the correction provided for in the first paragraph,

(1)  a 5 μm particle size must be postulated in raw water if no granulometric analysis of the suspended matters contained in the raw water has been conducted;

(2)  the size of the smallest particle that may be intercepted for a given loading rate corresponds to D5 of the granulometric curve of particles found in the tank following suspended matter removal tests conducted at 25% of the given loading rate; D5 is the diameter corresponding to the point on the granulometric curve where the percentage of passing particles is 5%; linear interpolation is allowed to obtain D5.

O.C. 871-2020, s. 153.

154. A hydrodynamic separator may not be used at a given loading rate if no sediment resuspension test has been conducted at a loading rate corresponding to at least 125% of the given loading rate.

O.C. 871-2020, s. 154.

§ 2 . — Suspended matter reduction performance

O.C. 871-2020, Sd. 2.

155. Hydrodynamic separators may not be installed in series to increase the suspended matter reduction performance.

O.C. 871-2020, s. 155.

156. The annual suspended matter reduction performance for a given flow is established

(1)  by multiplying the suspended matter reduction performance associated with the loading rates corresponding to 25%, 50%, 75%, 100% and 125% of the given loading rate by the weighting factors indicated in Table 4.8; and

(2)  by adding the products obtained in subparagraph 1.

For the purpose of establishing the suspended matter reduction performance provided for in the first paragraph,

(1)  the suspended matter reduction performance values must come from experimental results at the end of the verification process performed under paragraph 1 of section 150, without extrapolation of the results;

(2)  the suspended matter reduction performance must be 0% for loading rates greater than those tested; and

(3)  the suspended matter reduction performance for loading rates less than those tested must be capped to the performance measured for the smallest loading rate tested.

Table 4.8 Weighting factors

Loading rate %	Weighting factor
25%	0.35
50%	0.25
75%	0.20
100%	0.10
125%	0.10

O.C. 871-2020, s. 156.

157. A suspended matter reduction performance curve must be drawn. The curve must link the performances determined in section 156 and the loading rate. For that purpose, the loading rates tested during the performance tests must at least constitute the points on the curve.

O.C. 871-2020, s. 157.

158. The floor of the hydrodynamic separator tank installed must have an area greater than or equal to the area established using equation 4-20 for the annual suspended matter reduction performance sought.

Equation 4-20: A = Qquality/q

where:

	A	=	Area of the floor of the frdrodynamic seperator tank (m2);
	Qquality	=	Value of the runoff flow to be treated (m3/s);
	q	=	Loading rate corresponding to the performance sought determined from the performance curve plotted under section 157 (m3/s/m2).

O.C. 871-2020, s. 158.

159. The inside sizes of length and width of the hydrodynamic separator tank must be geometrically proportional to those of the hydrodynamic separator tested.

The height and depth sizes of the hydrodynamic separator must be proportional to those of the hydrodynamic separator tested in a proportion of at least 85%.

O.C. 871-2020, s. 159.

§ 3 . — Maintenance program

O.C. 871-2020, Sd. 3.

160. The maintenance program must include

(1)  the manufacturer’s maintenance plan for the hydrodynamic separator installed;

(2)  the value of the maintenance threshold and the indication that maintenance is required where the accumulated sediments exceed the maintenance threshold; the maintenance threshold is the sediment level for which the distance between the water surface and the top of the accumulated sediments in the separator tank is less than 85% of the distance between the surface of the water and the preloading level of the sediments present in the hydrodynamic separator tank tested during the performance tests, after the scaling of the distance proportionally to the diameters of the separator installed and tested; and

(3)  an indicator of the expected number of years of operation without maintenance of the hydrodynamic separator, expressed in years, established using equation 4-21:

Equation 4-21: N = VMES/(Msed. × Aimp × P/100)

where:

	N	=	Expected number of years of operation without maintenance (year);
	VMES	=	Volume available in the tank for the accumulation of sediments situated below the maintenance threshold (m3);
	Msed.	=	Volume of sediments produced per year per hectare (m3/year/ha);
	Aimp	=	area of the impervious surfaces drained to the hydrodynamic separator (ha);
	P	=	suspended matter reduction performance associated with the loading rate determined form the performance cure plotted under section 157 (%).

O.C. 871-2020, s. 160.

DIVISION V COMMERCIAL STORM WATER TREATMENT TECHNOLOGY

O.C. 871-2020, Div. V.

§ 1 . — General

O.C. 871-2020, Sd. 1.

161. To be installed, a commercial storm water treatment technology must meet the conditions provided for in one of the following paragraphs:

(1)  the commercial storm water treatment technology is approved by the Washington State Department of Ecology for a General Use Level Designation (GULD) and complies with the conditions and restrictions issued for that commercial storm water treatment technology by the Washington State Department of Ecology for a General Use Level Designation (GULD);

(2)  the commercial storm water treatment technology must be verified as part of a verification process compliant with ISO Standard 14034 Environmental management — Environmental technology verification (ETV) and the verification declaration of that technology attests that the Technology Assessment Protocol – Ecology (TAPE), produced by the Washington State Department of Ecology, has been complied with. That verification declaration may not be expired on the date on which the plans and specifications were signed or must be dated not more than 3 years preceding the date of signing of the plans and specifications. The conditions and restrictions provided for in the verification declaration and the verification report produced at the end of the verification process must be complied with.

O.C. 871-2020, s. 161.

162. The suspended matter reduction performance for a commercial storm water treatment technology corresponds

(1)  to the Treatment Type recognized by the Washington State Department of Ecology for a commercial storm water treatment technology referred to in paragraph 1 of section 160;

(2)  to 80% of suspended matter reduction, if the average suspended matter reduction performance based on the measurement of the concentration of suspended matters, SSC, indicated in the verification report, is equal to or greater than 80% according to the results reported in the verification report for a commercial storm water treatment technology that meets the conditions referred to in paragraph 2 of section 161.

O.C. 871-2020, s. 162.

163. Commercial storm water treatment technologies may not be installed in series to increase the suspended matter reduction performance.

O.C. 871-2020, s. 163.

§ 2 . — Maintenance program

O.C. 871-2020, Sd. 2.

164. The maintenance program must include

(1)  the maintenance plan of the manufacturer for the commercial storm water treatment technology installed;

(2)  the indicator used to establish the maintenance threshold, the value of the maintenance threshold and the indication that maintenance is required where the accumulated sediments exceed the value of the maintenance threshold; and

(3)  an estimate of the expected number of years of operation without maintenance;

(4)  the details of the hypotheses and the calculation for establishing the estimate referred to in paragraph 3.

O.C. 871-2020, s. 164.

CHAPTER V FINAL

O.C. 871-2020, c. V.

165. (Omitted).

O.C. 871-2020, s. 165.

REFERENCES

O.C. 871-2020, 2020 G.O. 2, 2343A