jswizzle3737/ontario_laws_and_regs huggingface dataset:
Notes to Table 7.6.4.2.:
8.1.2.1. Classification of Systems (1) All sewage systems shall be classed as one of the following: (a) Class 1 — a chemical toilet, an incinerating toilet, a recirculating toilet, a self-contained portable toilet and all forms of privy including a portable privy, an earth pit privy, a pail privy, a privy vault and a composting toilet system, (b) Class 2 — a greywater system, (c) Class 3 — a cesspool, (d) Class 4 — a leaching bed system, or (e) Class 5 — a system that requires or uses a holding tank for the retention of hauled sewage at the site where it is produced prior to its collection by a hauled sewage system.
Notes to Table 7.6.4.2.:
8.1.2.2. Operation and Maintenance (1) Operation and maintenance of sewage systems shall comply with Section 8.9. 8.1.3. Limitations
Notes to Table 7.6.4.2.:
8.1.3.1. Discharge (1) Except as provided in Sentences (2) to (6) the sewage system shall be designed and constructed to receive only sanitary sewage of domestic origin. (2) Where laundry waste is not more than 20% of the total daily design sanitary sewage flow, it may discharge to a sewage system. (3) Where industrial process waste water is treated to the contaminant levels found in domestic sanitary sewage it may discharge to a leaching bed provided the treatment unit and sewage system are designed in accordance with good engineering practice. (4) Where all kitchen waste water from a restaurant has passed through an operating grease interceptor, it may discharge to a leaching bed system provided the sewage system has been designed in accordance with good engineering practice. (5) Waste water from a kitchen equipped with a garbage grinder may be directed to the sewage system provided the system has been designed to accept such waste water. (6) Water softener and iron filter discharge may be directed to the sewage system provided the system has been designed to accept such discharges. (7) Storm sewage shall not be discharged into a sewage system. (8) The interceptor required in Sentence (4) shall have a minimum flow rate as required by Sentence 7.4.4.3.(8) using a 60 second drain down time. 8.2. Design Standards 8.2.1. General Requirements
Notes to Table 7.6.4.2.:
8.2.1.1. Scope (1) This Subsection applies to the design of sewage systems.
Notes to Table 7.6.4.2.:
8.2.1.2. Site Evaluation (1) A site evaluation shall be conducted on every site where a new or replacement sewage system is to be installed. (2) The percolation time shall be determined by either percolation tests or by classifying the soil according to the Unified Soil Classification System as described in Supplementary Standard SB-6. (3) Where the percolation time is determined by a percolation test, there shall be a minimum of 3 locations selected, suitably spaced to accurately evaluate the leaching bed area, with the highest percolation time of the tests being used.
Notes to Table 7.6.4.2.:
8.2.1.3. Sewage System Design Flows (1) For residential occupancies, the total daily design sanitary sewage flow shall be at least the value in Column 2 as determined from Table 8.2.1.3.A. (2) For all other occupancies, the total daily design sanitary sewage flow shall be at least the value in Column 2 as determined from Table 8.2.1.3.B. (3) Where a building contains more than one establishment, the total daily design sanitary sewage flow shall be the sum of the total daily design sanitary sewage flow for each establishment. (4) Where an occupancy is not listed in Table 8.2.1.3.B., the highest of metered flow data from at least 3 similar establishments shall be acceptable for determining total daily design sanitary sewage flow. Table 8.2.1.3.A.   Residential Occupancy Forming Part of Sentence 8.2.1.3.(1)  Column 1

Column 2


Residential Occupancy

Volume, litres


Apartments, Condominiums, Other Multi-family Dwellings - per person(1)

275


Boarding Houses

 


a) Per person,

 


i) with meals and laundry facilities, or,

200


ii) without meal or laundry facilities, and

150


b) Per non-resident staff per 8 hour shift

40


Boarding School - per person

300


Dwellings

 


a) 1 bedroom dwelling

750


b) 2 bedroom dwelling

1100


c) 3 bedroom dwelling

1600


d) 4 bedroom dwelling

2000


e) 5 bedroom dwelling

2500


f) Additional flow for(2)

 


i) each bedroom over 5,

500


ii) A) each 10 m2 (or part of it) over 200 m2 up to 400 m2 (3) ,

100


B) each 10 m2 (or part of it) over 400 m2 up to 600 m2 (3) , and

75


C) each 10 m2 (or part of it) over 600 m2 (3) , or

50


iii) each fixture unit over 20 fixture units

50


Hotels and Motels (excluding bars and restaurants)

 


a) Regular, per room

250


b) Resort hotel, cottage, per person

500


c) Self service laundry, add per machine

2500


Work Camp/Construction Camp, semi-permanent per worker

250
Notes to Table 8.2.1.3.B.:
8.2.1.4. Clearances   (1) Unless it can be shown to be unnecessary, where the percolation time is 10 minutes or greater, the location of all components within a sewage system shall be in conformance with the clearances listed in Article 8.2.1.5. or 8.2.1.6. (2) Unless it can be shown to be unnecessary, where the percolation time is less than 10 minutes, the clearances listed in Articles 8.2.1.5. and 8.2.1.6. for wells, lakes, ponds, reservoirs, rivers, springs or streams shall be increased to compensate for the lower percolation time. (3) No building shall be constructed closer to any part of a sewage system than the clearances listed in Article 8.2.1.5. or 8.2.1.6. (4) If more than one sewage system is located on a lot or parcel of land, there shall be no overlap of any part of the systems.
Notes to Table 8.2.1.3.B.:
8.2.1.5. Clearance Distances for Class 1, 2 and 3 Sewage Systems (1) Except as provided in Sentences 8.2.1.4.(1) and (2), no Class 1, 2 or 3 sewage system shall have a horizontal distance of less than that permitted by Table 8.2.1.5. Table 8.2.1.5.   Clearance Distances for Class 1, 2 and 3 Sewage Systems Forming Part of Sentence 8.2.1.5.(1)  Column 1

Column 2

Column 3

Column 4

Column 5


Sewage System

Minimum horizontal distance in metres from a well with watertight casing to a depth of at least 6 m

Minimum horizontal distance in metres from a spring used as a source of potable water or well other than a well with a water tight casing to a depth of at least 6 m

Minimum horizontal distance in metres from a lake, river, pond, stream, reservoir, or a spring not used as a source of potable water

Minimum horizontal distance in metres from a property line


Earth Pit Privy

15

30

15

3


Privy Vault
Pail Privy

10

15

10

3


Greywater System

10

15

15

3


Cesspool

30

60

15

3
Notes to Table 8.2.1.3.B.:
8.2.1.6. Clearances for a Class 4 or 5 Sewage System (1) Except as provided in Sentences 8.2.1.4.(1) and (2), a treatment unit shall not be located closer than the minimum horizontal distances as set out in Table 8.2.1.6.A. Table 8.2.1.6.A.   Minimum Clearances for Treatment Units Forming Part of Sentence 8.2.1.6.(1)  Column 1

Column 2


Object

Minimum Clearance, m


Structure

1.5


Well

15


Lake

15


Pond

15


Reservoir

15


River

15


Spring

15


Stream

15


Property Line

3 (2) Except as provided in Sentences 8.2.1.4.(1) and (2), a distribution pipe shall not be located closer than the minimum horizontal distances set out in Table 8.2.1.6.B. and these distances shall be increased when required by Sentence 8.7.4.2.(11). Table 8.2.1.6.B.   Minimum Clearances for Distribution Piping Forming Part of Sentence 8.2.1.6.(2)  Column 1

Column 2


Object

Minimum Clearance, m


Structure

5


Well with a watertight casing to a depth of 6 m

15


Any other well

30


Lake

15


Pond

15


Reservoir

15


River

15


Spring not used as a source of potable water 

15


Stream

15


Property Line

3 (3) Except as provided in Sentences 8.2.1.4.(1) and (2), a holding tank shall not be located closer than the minimum horizontal distances set out in Table 8.2.1.6.C. Table 8.2.1.6.C.   Minimum Clearances for Holding Tanks Forming Part of Sentence 8.2.1.6.(3)  Column 1

Column 2


Object

Minimum Clearance, m


Structure

1.5


Well with a watertight casing to a depth of at least 6 m

15


Any other well

15


Spring

15


Property Line

3 8.2.2. Treatment and Holding Tanks
Notes to Table 8.2.1.3.B.:
8.2.2.4. Holding Tanks (1) All holding tanks shall be of such design and construction as will allow the complete removal of solid matter that can be expected to settle in the holding tank through an apparatus or device suitable for allowing the contents of the holding tank to be removed from the holding tank. (2) A holding tank shall have a working capacity of not less than 9 000 L. (3) Where two or more tanks are used to meet the requirement of Sentence (2), they shall be deemed to be one holding tank provided they are connected in such a manner as will allow the sanitary sewage contained in them to flow between the tanks. (4) The working capacity of the tanks described in Sentence (3) shall not include any portion of any tank that cannot be completely drained due to the manner in which the connections are made. Section 8.3. Class 1 Sewage Systems 8.3.1. General Requirements
Notes to Table 8.2.1.3.B.:
8.3.1.1. Scope (1) This Section applies to the construction of a Class 1 sewage system.
Notes to Table 8.2.1.3.B.:
8.3.1.2. Application (1) Except as provided in Sentence (2), a Class 1 sewage system shall be designed to receive only human body waste for disposal. (2) Where the sewage system is specifically designed for the biological decomposition of non-waterborne biodegradable kitchen wastes or requires the addition of small quantities of plant matter to improve the decomposition of human body waste, it may receive such wastes in addition to human body waste. (3) Where the sewage system is designed with a drain for the removal of excess liquid, then the sewage system shall drain to a Class 3, 4, or 5 sewage system. 8.3.2. Superstructure Requirements
Notes to Table 8.2.1.3.B.:
8.3.2.1. Construction Requirements (1) A privy as described in Subsections 8.3.3. to 8.3.5. shall be enclosed with a superstructure that, (a) is constructed of strong durable weatherproof materials, (b) has a solid floor supported by a sill constructed of treated timber, masonry or other material of at least equal strength and durability, (c) is easily sanitized, (d) unless it is equipped solely as a urinal, is equipped with one or more seats each having a cover and being supported by an enclosed bench or riser that is lined with an impervious material on all interior vertical surfaces, (e) is equipped with a self-closing door, (f) has one or more openings for purposes of ventilation, all of which are screened, (g) has a ventilation duct that is screened at the top end and that extends from the underside of the bench or riser to a point above the roof of the superstructure, and (h) shall not have any openings for the reception of human body waste, other than urinals and those constructed in accordance with Clause (1)(d). 8.3.3. Earth Pit Privy
Notes to Table 8.2.1.3.B.:
8.3.3.1. Construction Requirements (1) An earth pit privy shall be constructed in the following manner: (a) the bottom of the pit shall be at least 900 mm above the high ground water table, (b) the sides of the pit shall be reinforced so as to prevent collapse of them, (c) the pit shall be surrounded on all sides and on its bottom by not less than 600 mm of soil or leaching bed fill, and (d) the soil or leaching bed fill around the base of the sides of the superstructure of the earth pit privy shall be raised or mounded to a height of at least 150 mm above ground level. 8.3.4. Privy Vaults and Pail Privy
Notes to Table 8.2.1.3.B.:
8.3.4.1. Construction Requirements (1) A privy vault or a pail privy shall be constructed in the following manner: (a) the container or structure that is to be used for the holding or storage of sanitary sewage shall be watertight and made of a material that can be easily cleaned, (b) the soil or leaching bed fill around the base of the sides of the superstructure shall be raised or mounded to a height of at least 150 mm above ground level, and (c) the surface of the ground in the area of the privy vault or pail privy shall be so graded that surface drainage will be diverted away from the privy. 8.3.5. Portable Privy
Notes to Table 8.2.1.3.B.:
8.3.5.1. Construction Requirements (1) A portable privy shall be constructed in the following manner: (a) the portable privy shall have a watertight receptacle that shall be suitable for the holding and storage of any sanitary sewage deposited in it, (b) the receptacle for the holding and storage of sewage shall be designed and constructed in such a manner as to allow it to be easily emptied and cleaned, and (c) the portable privy shall be constructed of such material and in such a manner that it can withstand the stresses to which it will be subjected during its transportation to and from sites where it is to be used and during loading and unloading from vehicles used for the transportation of the portable privy to and from sites where it is to be used. Section 8.4. Class 2 Sewage Systems 8.4.1. General Requirements
Notes to Table 8.2.1.3.B.:
8.4.1.1. Scope (1) This Section applies to the construction of a Class 2 sewage system.
Notes to Table 8.2.1.3.B.:
8.4.1.2. Application (1) A Class 2 sewage system shall be designed only for the treatment and disposal of greywater. (2) The total daily design flow for a Class 2 sewage system shall be calculated based on the fixtures discharging to the system as follows: (a) 200 L per fixture unit where there is a supply of pressurized water, and (b) 125 L per fixture unit where there is no supply of pressurized water. 8.4.2. Design and Construction Requirements
Notes to Table 8.2.1.3.B.:
8.4.2.1. Construction Requirements (1) The bottom of the pit shall be at least 900 mm above the high ground water table. (2) The pit shall be constructed in such a manner as to prevent the collapse of its sidewalls. (3) Any material used to support or form the sidewalls of the pit shall be an open jointed material of a type that will permit leaching from the pit. (4) The pit shall be provided with a tight, strong cover that shall remain over the pit except when it is necessary to remove it for purposes of adding greywater to or removing greywater from the pit or for purposes of maintenance of the pit. (5) The earth around the perimeter of the pit shall be raised or mounded to a height of at least 150 mm above ground level. (6) The surface of the ground in the area of the pit shall be so graded that surface drainage in the area will be diverted away from the pit. (7) The pit shall be surrounded on all sides and on its bottom by at least 600 mm of soil having a percolation time of less than 50 minutes.
Notes to Table 8.2.1.3.B.:
8.4.2.2. Maximum Sewage Flow (1) A Class 2 sewage system shall not be constructed where the daily design greywater flow to the system exceeds 1 000 L/day.
Notes to Table 8.2.1.3.B.:
8.4.2.3. Sizing (1) A Class 2 sewage system shall be designed and constructed so that the loading rate to the side walls shall be not more than the value calculated using the formula,  where, LR = loading rate of the sidewalls in litres per day/m2, and T = percolation time. Section 8.5. Class 3 Sewage Systems 8.5.1. General Requirements
Notes to Table 8.2.1.3.B.:
8.5.1.1. Scope (1) This Section applies to the construction of a Class 3 sewage system.
Notes to Table 8.2.1.3.B.:
8.6.1.1. Scope (1) This Section applies to the construction of a Class 4 sewage system.
Notes to Table 8.2.1.3.B.:
8.6.1.3. Pumps and Siphons (1) Where the total length of distribution pipe required is 150 m or more, the sewage system shall have at least one pump or a siphon contained in a dosing tank that may be a separate compartment within the tank structure, for distribution of the effluent. (2) Alternating siphons shall not be installed in a sewage system. (3) Where 2 or more pumps are employed within a dosing tank, the pumps shall be designed such that the pumps alternate dosing, and dosing shall continue in the event that one pump fails. (4) Where a pump or siphon is required, the pump or siphon shall be designed to discharge a dose of at least 75% of the internal volume of the distribution pipe within a time period not exceeding fifteen minutes. 8.6.2. Treatment Units
Notes to Table 8.2.1.3.B.:
8.6.2.1. Septic Tank Systems (1) An effluent filter shall be installed in the outlet flow path of every septic tank that discharges effluent to a leaching bed. (2) The septic tank effluent filter required by Sentence (1) shall conform to the requirements of NSF/ANSI 46, “Evaluation of Components and Devices Used in Wastewater Treatment Systems”, and shall be sized and installed in accordance with the manufacturer’s recommendations. (3) A secured access opening to allow for regular maintenance of the effluent filter shall be provided at the ground surface.
Notes to Table 8.2.1.3.B.:
8.6.2.2. Other Treatment Units (1) A treatment unit other than those described in Article 8.6.2.1. and Sentence (2) shall be designed such that effluent does not exceed the maximum concentrations stipulated in Column 2 of Table 8.6.2.2.A (2) A treatment unit that is used in conjunction with a leaching bed constructed as shallow buried trenches shall be designed such that the effluent does not exceed the maximum concentrations stipulated in Column 3 of Table 8.6.2.2.A. (3) All treatment units referred to in Sentences (1) and (2) that contain mechanical components shall be equipped with an audible and visual warning alarm so located to warn the occupants of the building served or the operator of the treatment unit of a malfunction in the operation of the treatment unit. (4) All treatment units referred to in Sentences (1) and (2) shall permit the sampling of the effluent. (5) A treatment unit described in the Supplementary Standard SB-5 is deemed to comply with the requirements of Table 8.6.2.2.A. (6) Every manufacturer or distributor of a treatment unit shall provide, for each model sold, printed literature that describes the unit in detail and provides complete instructions regarding the operation, servicing, and maintenance requirements of the unit and its related components necessary to ensure the continued proper operation in accordance with the original design and specifications. Table 8.6.2.2.A.   Other Treatment Unit Effluent Quality Criteria Forming Part of Sentences 8.6.2.2.(1), (2) and (5)  Column 1

Column 2

Column 3


Parameter

Secondary Effluent(1)

Tertiary Effluent(1)


BOD5

40

15


CBOD5

30

10


Suspended Solids

30

10
Note to Table 8.6.2.2.A.:
8.7.1.1. Application (1) This Section is applicable to the construction of leaching beds. 8.7.2. Construction Requirements
Note to Table 8.6.2.2.A.:
8.7.2.1. General Requirements (1) A leaching bed shall not be located, (a) in an area that has an average slope that exceeds one unit vertically to four units horizontally, (b) in soil or leaching bed fill having a percolation time of, (i) less than one minute, or greater than 125 minutes if constructed as a shallow buried trench, or (ii) less than one minute, or greater than 50 minutes for all other leaching beds, or (c) in or on an area that is subject to flooding that may be expected to cause damage to the leaching bed or impair the operation of the leaching bed. (2) A leaching bed shall not be covered with any material having a hydraulic conductivity less than 0.01 m/day. (3) The surface of the leaching bed shall be shaped to shed water and together with the side slopes of any raised portion, shall be protected against erosion in such a manner as to not inhibit the evaporation and transpiration of waters from the soil or leaching bed fill, and to not cause plugging of the distribution pipe. (4) No part of a leaching bed shall be sloped steeper than 1 unit vertically to 4 units horizontally. (5) A leaching bed shall be designed to be protected from compaction or any stress or pressure that may result in, (a) the impairment or destruction of any pipe in the leaching bed, or (b) the soil or leaching bed fill. 8.7.3. Absorption Trench Construction
Note to Table 8.6.2.2.A.:
8.7.3.1. Length of Distribution Pipe (1) The total length of distribution piping shall, (a) not be less than 30 m when constructed as a shallow buried trench, or (b) not be less than 40 m for any other absorption trench. (2) Except as provided in Sentences (1), (3), and (4) every leaching bed constructed by means of absorption trenches shall have a total length of distribution pipe not less than the value determined by the formula,  where, L = total length of distribution pipe in metres Q = the total daily design sanitary sewage flow in litres T = the design percolation time (3) Except as provided in Sentence (1), where the treatment unit is described in Article 8.6.2.2., the leaching bed may have a total length of distribution pipe not less than the value determined by the formula,  where, L = total length of distribution pipe in metres Q = the total daily design sanitary sewage flow in litres T = the design percolation time (4) Except as provided in Sentence (1), where the leaching bed is constructed as a shallow buried trench, the total length of the distribution pipe shall not be less than the value determined by Table 8.7.3.1. Table 8.7.3.1.   Length of Shallow Buried Trench Forming Part of Sentence 8.7.3.1.(4)  Column 1

Column 2


Percolation Time, T of soil, min/cm 

Trench Length, m 


1 < T ≤ 20 

Q/75 


20 < T ≤ 50 

Q/50 


50 < T < 125 

Q/30 where, Q = the total daily design sanitary sewage flow in litres, and T = the design percolation time.
Note to Table 8.6.2.2.A.:
8.7.3.2. Absorption Trenches (1) Except as provided in Sentence (2), absorption trenches shall be, (a) approximately the same length and not more than 30 m in length, (b) not less than 500 mm and not more than 1 000 mm in width, (c) not less than 600 mm and not more than 900 mm in depth, (d) centred not less than 1 600 mm apart, (e) located so that the bottom of the absorption trench is not less than 900 mm above the high ground water table, rock or soil with a percolation time more than 50 minutes, and (f) backfilled, after the installation of the distribution pipe with leaching bed fill, so as to ensure that after the leaching bed fill settles, the surface of the leaching bed will not form any depressions. (2) Absorption trenches constructed as shallow buried trenches shall be, (a) approximately the same length and not more than 30 m in length, (b) not less than 300 mm and not more than 600 mm in width, (c) not less than 300 mm and not more than 600 mm in depth, (d) centred not less than 2 000 mm apart, (e) not less than 900 mm at all points on the bottom of the absorption trench above the high ground water table or rock, and (f) backfilled, after the installation of the distribution pipe with leaching bed fill, so as to ensure that after the leaching bed fill settles, the surface of the leaching bed will not form any depressions.
Note to Table 8.6.2.2.A.:
8.7.3.3. Distribution Pipe (1) Except for shallow buried trenches, the distribution pipe used in the construction of a leaching bed shall be, (a) of not less than 3 in. trade size for gravity flow systems, or 1 in. trade size for pressurized systems, (b) installed with a uniform downward slope from the inlet with a drop of not less than 30 mm and not more than 50 mm for each 10 m of distribution pipe, and (c) installed within a layer of stone conforming to Sentence (5). (2) Prior to backfilling, the stone layer required in Clause (1)(c) shall be protected in such a manner so as to prevent soil, or leaching bed fill from entering the stone by completely covering with, (a) untreated building paper, or (b) a permeable geo-textile fabric. (3) Every pressurized distribution pipe shall be self-draining so as to prevent freezing of its contents. (4) Every pressurized distribution pipe shall have orifices of at least 3 mm in diameter, spaced equally along the length of the pipe. (5) The layer of stone required by Clause (1)(c) shall, (a) be comprised of washed septic stone, free of fine material, with gradation conforming to Table 8.7.3.3.A., (b) be not less than 500 mm in width, (c) extend not less than 150 mm below the distribution pipe, and (d) extend not less than 50 mm above the distribution pipe. Table 8.7.3.3.A.   Gradation of Septic Stone Forming Part of Sentence 8.7.3.3.(5)  Column 1

Column 2


Particle Size

Percent Passing


53 mm

100


19 mm

0-5


75 µm

0-1 8.7.4. Fill Based Absorption Trenches
Note to Table 8.6.2.2.A.:
8.7.4.1. Loading Requirements (1) The area described in Sentence 8.7.4.2.(1) shall be designed such that the loading rate does not exceed, for soil having a percolation time set out in Column 1 of Table 8.7.4.1.A., the maximum value set out opposite it in Column 2 of Table 8.7.4.1.A. Table 8.7.4.1.A.   Loading Rates for Fill Based Absorption Trenches and Filter Beds Forming Part of Sentences 8.7.4.1.(1) and 8.7.5.2.(2)  Column 1

Column 2


Percolation Time (T) of Soil, min/cm

Loading Rates, (L/m2)/day


1 < T ≤ 20

10


20 < T ≤ 35

8


35 < T ≤ 50

6


T > 50

4
Note to Table 8.6.2.2.A.:
8.7.4.2. Construction Requirements (1) A leaching bed comprised of absorption trenches may be constructed in leaching bed fill if unsaturated soil or leaching bed fill complying with Clause 8.7.2.1.(1)(b) extends, (a) to a depth of at least 250 mm over the area covered by the leaching bed fill, and (b) for at least 15 m beyond the outer distribution pipes in any direction in which the effluent entering the soil or leaching bed fill will move horizontally. (2) If the unsaturated soil or leaching bed fill described in Sentence (1) has a percolation time greater than 15 minutes, any leaching bed fill added to form the leaching bed shall have a percolation time not less than 75% of the percolation time of the unsaturated soil or leaching bed fill. (3) Leaching bed fill that does not meet the requirements of Sentence (2) may be used to form the leaching bed if, (a) the distance from the bottom of the absorption trench to native soil is not less than 900 mm, or (b) where the distance from the bottom of the absorption trench to native soil is less than 900 mm, the percolation time of the least permeable soil or leaching bed fill within 900 mm from the bottom of the absorption trench is used to calculate the length of the distribution pipe under Article 8.7.3.1. (4) Sentence (2) does not apply to any leaching bed fill added as backfill above the stone layer in which the distribution pipe is located. (5) All leaching bed fill added shall be stabilized against erosion. (6) The site to which the leaching bed fill is added shall be generally clear of vegetation. (7) The leaching bed fill that is added shall be compacted in layers in such a manner as to avoid uneven settlement of the distribution pipes. (8) Any distribution boxes, header lines, absorption trenches, or distribution pipes shall be installed only after the leaching bed fill has been compacted in accordance with Sentence (7). (9) Except as provided in Sentence (10), the sides of the added leaching bed fill shall be sloped to ensure stability, but shall not be steeper than one unit vertically to four units horizontally. (10) The side slope of the leaching bed fill may be increased up to one unit vertically to three units horizontally if measures are taken to prevent erosion and ensure stability of the leaching bed fill. (11) The distances as set out in Column 2 of Table 8.2.1.6.B. shall be increased by twice the height that the leaching bed is raised above the original grade. 8.7.5. Filter Beds
Note to Table 8.6.2.2.A.:
8.7.5.1. Application (1) The total daily design sanitary sewage flow shall not exceed 5 000 L where the treatment unit is a septic tank, or 10 000 L where the treatment unit is described in Article 8.6.2.2.
Note to Table 8.6.2.2.A.:
8.7.5.2. Loading Requirements (1) The effective area of the surface of the filter medium in each filter bed shall be at least 10 m2 and not more than 50 m2. (2) The area described in Sentence 8.7.4.2.(1) shall be designed such that the loading rate does not exceed, for soil having a percolation time set out in Column 1 of Table 8.7.4.1.A., the maximum value set out opposite thereto in Column 2 of Table 8.7.4.1.A. (3) Except as provided in Sentence (5), where the total daily design sanitary sewage flow does not exceed 3 000 L, the effective area shall be such that the loading on the surface of the filter medium does not exceed 75 L/m2 per day. (4) Except as provided in Sentence (5), where the total daily design sanitary sewage flow exceeds 3 000 L, (a) the effective area shall be such that the loading on the surface of the filter medium does not exceed 50 L/m2 per day, and (b) the leaching bed shall be comprised of more than one filter bed, each of similar size and adjacent to each other. (5) Where a treatment unit designed to produce effluent not exceeding the maximum concentrations stipulated in Column 2 of Table 8.6.2.2.A. is used in conjunction with a filter bed, the effective area shall be such that the loading on the surface of the filter medium does not exceed 100 L/m2 per day.
Note to Table 8.6.2.2.A.:
8.7.5.3. Construction Requirements (1) Sentences 8.7.4.2.(1), (2) and (4) to (11) apply to the construction of a filter bed. (2) The lines of distribution pipe shall be evenly spaced over the surface of the filter medium to which the sanitary sewage is applied. (3) The filter medium shall have a minimum depth of 750 mm below the stone layer and shall be clean sand comprised of particles ranging in size between the limits of, (a) an effective size of 0.25 mm with a uniformity coefficient not less than 3.5, (b) an effective size of 2.5 mm with a uniformity coefficient not greater than 1.5, and (c) having a uniformity coefficient not greater than 4.5. (4) The filter medium shall be unsaturated for its entire depth. (5) Where there is more than one filter bed in a leaching bed, the filter beds shall be separated by at least 5 m between the distribution pipes of the filter beds. (6) The base of the filter medium shall extend to a thickness of at least 250 mm over an area meeting the requirements of the following formula:  where, A = the area of contact in square metres between the base of the filter medium and the underlying soil, Q = the total daily design sanitary sewage flow in litres, and T = the lesser of 50 and the percolation time of the underlying soil. (7) The stone layer required by Clause 8.7.3.3.(1)(c) shall be not less than 900 mm above the high ground water table, rock or soil with a percolation time more than 50 minutes. 8.7.6. Shallow Buried Trenches
Note to Table 8.6.2.2.A.:
8.7.6.1. Limitation on Installation (1) The design and installation of a shallow buried trench shall be carried out by a person competent in this field of work.
Note to Table 8.6.2.2.A.:
8.7.6.2. Construction Requirements (1) The treatment unit shall provide an effluent quality as required in Sentence 8.6.2.2.(2). (2) The effluent shall be distributed through a pressurized distribution system having a pressure head of not less than 600 mm when measured to the most distant point from the pump. (3) The pump chamber shall be sized to provide sufficient storage volume so that the effluent is evenly dosed on an hourly basis over a 24-hour period. (4) A shallow buried trench shall not be constructed unless the soil or leaching bed fill is sufficiently dry to resist the compaction and smearing during excavation. (5) Every chamber shall be as wide as the shallow buried trench in which it is contained, and the cross-sectional height of the chamber at its centre point shall not be less than half the width of the trench. (6) Every chamber shall contain only one pressurized distribution pipe. Section 8.8. Class 5 Sewage Systems 8.8.1. Application
Note to Table 8.6.2.2.A.:
8.8.1.1. Prohibited Installation (1) Except as provided in Article 8.8.1.2., a Class 5 sewage system shall not be installed.
Note to Table 8.6.2.2.A.:
8.8.1.2. Acceptable Installation (1) A Class 5 sewage system may be installed in the following circumstances: (a) where the proposed use of the sewage system is for a temporary operation, excluding seasonal recreational use, not exceeding 12 months in duration, (b) to remedy an unsafe sewage system where the remediation of the unsafe condition by the installation of a Class 4 sewage system is impracticable, (c) to upgrade a sewage system serving an existing building, where upgrading through the use of a Class 4 sewage system is not possible due to lot size, site slope or clearance limitations, or (d) as an interim measure for a lot or parcel of land until municipal sewers are available, provided that the municipality undertakes to ensure the continued operation of an approved hauled sewage system until the municipal sewers are available. (2) Where a Class 5 sewage system is installed, a written agreement for the disposal of sanitary sewage from the sewage system shall be entered into with a hauled sewage system operator. 8.8.2. General Requirements
Note to Table 8.6.2.2.A.:
8.8.2.1. Construction Requirements (1) All Class 5 sewage systems shall be equipped with a device that shall produce an audible and visual warning alarm so located to warn that the sewage system is nearing capacity. (2) The device required in Sentence (1) shall be designed to provide suitable advance warning to the building occupants considering, (a) the total daily design sanitary sewage flow, (b) the location of the Class 5 sewage system, and (c) the response time of the hauled sewage system contractor. (3) Except as provided in Sentence (4) all holding tanks shall be provided with a vent that, (a) is not less than 3 inch trade size, (b) terminates at least, (i) 300 mm above finished grade with a vent cap, or (ii) 600 mm above finished grade with a vent cap when the holding tank is located in an area subject to flooding, and (c) terminates at least 3.5 m away from any air inlet, window, or door. (4) A vent from a holding tank may connect into the venting system of the building served by the holding tank provided that, (a) the vent is not less than 3 in. trade size, and (b) the installation of the vent shall conform to the requirements in Part 7.
Note to Table 8.6.2.2.A.:
8.8.2.2. Sizing of Holding Tanks (1) All holding tanks used in residential dwellings shall have a minimum 7 day holding capacity based on the total daily design sanitary sewage flow. Section 8.9. Operation and Maintenance 8.9.1. General
Note to Table 8.6.2.2.A.:
8.9.1.1. Scope (1) This Section applies to the operation and maintenance of all sewage systems.
Note to Table 8.6.2.2.A.:
8.9.1.2. General Requirements for Operation and Maintenance (1) Every sewage system shall be operated and maintained so that, (a) the sewage system or any part of it shall not emit, discharge or deposit sanitary sewage or effluent onto the surface of the ground, (b) sanitary sewage or effluent shall not emit, discharge, seep, leak or otherwise escape from the sewage system or any part of it other than from a place or part of the sewage system where the system is designed or intended to discharge the sanitary sewage or effluent, and (c) except as provided in Sentence (2), sanitary sewage or effluent shall not emit, discharge, seep, leak or otherwise escape from the sewage system or any part of it into a piped water supply, well water supply, a watercourse, ground water or surface water. (2) Clause (1)(c) does not apply to the use of a sewage system designed and operated such that properly treated effluent is discharged into soil. 8.9.2. Operation
Note to Table 8.6.2.2.A.:
8.9.2.1. Scope (1) The requirements of this Subsection are in addition to the requirements of Subsection 8.9.1.
Note to Table 8.6.2.2.A.:
8.9.2.2. General (1) Every sewage system shall be operated in accordance with, (a) the basis on which the construction and use of the sewage system was approved or required under this Act or predecessor legislation, as the case may be, and (b) the requirements of the manufacturer of the sewage system.
Note to Table 8.6.2.2.A.:
8.9.2.3. Class 4 Sewage Systems (1) Every Class 4 sewage system shall be operated in accordance with the literature required in Sentence 8.6.2.2.(6). (2) No person shall operate a treatment unit other than a septic tank unless the person has entered into an agreement whereby servicing and maintenance of the treatment unit and its related components will be carried out by a person who, (a) possesses a copy of the literature required by Sentence 8.6.2.2.(6), and (b) is authorized by the manufacturer to service and maintain that type of treatment unit. (3) The person authorized by the manufacturer to service and maintain the treatment unit and who has entered into the agreement referred to in Sentence (2) with the person operating the treatment unit shall notify the chief building official if, (a) the agreement is terminated, or (b) access for service and maintenance of the treatment unit is denied by the person operating the treatment unit.
Note to Table 8.6.2.2.A.:
8.9.2.4. Shallow Buried Trenches (1) Every person operating a treatment unit that is designed and constructed to produce effluent described in Column 3 of Table 8.6.2.2.A. shall, at the intervals described in Sentence (2), (a) take a grab sample of the effluent to determine whether it complies with the levels contained in Column 3 of Table 8.6.2.2.A. for BOD5 and suspended solids, (b) carry out the sampling required by Clause (1)(a) in accordance with the methods described in the APHA/AWWA/WEF, “Standard Methods for the Examination of Water and Wastewater”, and (c) promptly submit the results of the sampling required by Clause (1)(a) to the chief building official. (2) The sampling required by Clause (1)(a) shall be conducted, (a) initially, once during the first 12 months after the sewage system was put into use, and (b) after that, once during every 12 month period, at least 10 months and not more than 18 months after the previous sampling has been completed.
Note to Table 8.6.2.2.A.:
8.9.2.5. Class 5 Sewage Systems (1) Every Class 5 sewage system shall be operated in accordance with the agreement referred to in Sentence 8.8.1.2.(2). (2) No Class 5 sewage system shall be operated once it is filled with sanitary sewage until such time as the sanitary sewage is removed from the sewage system. 8.9.3. Maintenance
Note to Table 8.6.2.2.A.:
8.9.3.1. Scope (1) The requirements of this Subsection are in addition to the requirements of Subsection 8.9.1.
Note to Table 8.6.2.2.A.:
8.9.3.2. General  (1) Every sewage system shall be maintained so that, (a) the construction of the sewage system remains in accordance with, (i) the basis on which the construction and use of the sewage system was approved or required under this Act or predecessor legislation, as the case may be, and (ii) the requirements of the manufacturer of the sewage system, and (b) all components of the sewage system function in their intended manner. (2) The land in the vicinity of a sewage system shall be maintained in a condition that will not cause damage to, or impair the functioning of, the sewage system.
Note to Table 8.6.2.2.A.:
8.9.3.3. Interceptors (1) Every grease interceptor referred to in Article 8.1.3.1. shall be maintained so that the grease retained is below the rated capacity of the interceptor.
Note to Table 8.6.2.2.A.:
8.9.3.4. Class 4 Sewage Systems (1) Septic tanks and other treatment units shall be cleaned whenever sludge and scum occupy 1/3 of the working capacity of the tank.
Note to Table 8.6.2.2.A.:
9.1.1.1. Scope (1) The scope of this Part shall be as described in Subsection 1.1.2. of Division A.
Note to Table 8.6.2.2.A.:
9.1.1.2. Signs (1) Signs shall conform to the requirements in Section 3.15.
Note to Table 8.6.2.2.A.:
9.1.1.3. Self-Service Storage Buildings (1) Self-service storage buildings shall conform to the requirements in Section 3.10.
Note to Table 8.6.2.2.A.:
9.1.1.4. Tents and Air-Supported Structures (1) Tents shall conform to the requirements in Subsection 3.14.1. (2) Air-supported structures shall conform to the requirements in Subsection 3.14.2.
Note to Table 8.6.2.2.A.:
9.1.1.5. Proximity to Existing Above Ground Electrical Conductors (1) Where a building is constructed in close proximity to existing above ground electrical conductors the requirements of Subsection 3.1.19. shall apply.
Note to Table 8.6.2.2.A.:
9.1.1.6. Food Premises (1) The requirements of Subsection 3.7.6. apply to all food premises.
Note to Table 8.6.2.2.A.:
9.1.1.7. Radon  (1) In addition to all other requirements, a building in the following designated areas shall be designed and constructed so that the annual average concentration of radon 222 does not exceed 250 millibecquerels per litre of air and the annual average concentration of the short lived daughters of radon 222 does not exceed 0.02 working levels inside the building for, (a) the Town of Elliot Lake in the Territorial District of Algoma, (b) the Township of Faraday in the County of Hastings, and (c) the geographic Township of Hyman in the Territorial District of Sudbury.
Note to Table 8.6.2.2.A.:
9.1.1.8. Building in Flood Plains (1) Buildings constructed on flood plains shall, (a) be designed and constructed in accordance with good engineering practice to withstand anticipated vertical and horizontal hydrostatic pressures acting on the structure, and (b) incorporate floodproofing measures that will preserve the integrity of exits and means of egress during times of flooding.
Note to Table 8.6.2.2.A.:
9.1.1.9. Site Assembled and Factory-Built Buildings (1) Except as provided in Sentence (2), a manufactured building intended for residential occupancy is deemed to comply with this Code if it is designed and constructed in compliance with, (a) CAN/CSA-Z240.2.1, “Structural Requirements for Mobile Homes”, and CAN/CSA-Z240.3.1, “Plumbing Requirements for Mobile Homes”, if the building is constructed in Sections not wider than 4.88 m, or (b) CSA A277, “Procedures for Factory Certification of Buildings”. (2) The requirements of this Code shall apply to, (a) building components designed and constructed outside the place of manufacture, and (b) site installation of such buildings.
Note to Table 8.6.2.2.A.:
9.1.1.10. Public Pools and Public Spas (1) Public pools shall conform to the requirements of Section 3.11. and public spas shall conform to the requirements of Section 3.12.
Note to Table 8.6.2.2.A.:
9.1.1.11. Shelf and Rack Storage Systems (1) Shelf and rack storage systems shall conform to the requirements of Section 3.16. Section 9.2. Reserved Section 9.3. Materials, Systems and Equipment 9.3.1. Concrete
Note to Table 8.6.2.2.A.:
9.3.1.1. General (1) Except as provided in Sentence (2), nominally unreinforced concrete shall be designed, mixed, placed, cured and tested in accordance with CAN/CSA-A438, “Concrete Construction for Housing and Small Buildings”. (2) Nominally unreinforced site-batched concrete shall be designed, mixed, placed and cured in accordance with Articles 9.3.1.2. to 9.3.1.9. (3) Except as provided in Sentence (4), Subsection 9.15.4. and Section 9.40., reinforced concrete shall be designed to conform to the requirements of Part 4. (4) For flat insulating concrete form walls not exceeding 2 storeys in building height, and having a maximum floor to floor height of 3 m, in buildings of light frame construction containing only a single dwelling unit, the concrete and reinforcing shall comply with Part 4 or, (a) concrete shall conform to CAN/CSA-A23.1, “Concrete Materials and Methods of Concrete Construction”, with a maximum aggregate size of 19 mm, and (b) reinforcing shall, (i) conform to CAN/CSA-G30.18-M, “Billet Steel Bars for Concrete Reinforcement”, (ii) have a minimum specified yield strength of 400 MPa, and (iii) be lapped a minimum of 450 mm for 10M bars and 650 mm for 15M bars.
Note to Table 8.6.2.2.A.:
9.3.1.2. Cement (1) Cement shall meet the requirements of CAN/CSA-A3001, “Cementitious Materials for Use in Concrete”.
Note to Table 8.6.2.2.A.:
9.3.1.3. Concrete in Contact with Sulfate Soil (1) Concrete in contact with sulfate soil, which is deleterious to normal cement, shall conform to the requirements in Clause 4.1.1.6. of CAN/CSA-A23.1, “Concrete Materials and Methods of Concrete Construction”.
Note to Table 8.6.2.2.A.:
9.3.1.4. Aggregates (1) Aggregates shall, (a) consist of sand, gravel, crushed rock, crushed air-cooled blast furnace slag, expanded shale or expanded clay conforming to CAN/CSA-A23.1, “Concrete Materials and Methods of Concrete Construction”, and (b) be clean, well-graded and free of injurious amounts of organic and other deleterious material.
Note to Table 8.6.2.2.A.:
9.3.1.5. Water (1) Water shall be clean and free of injurious amounts of oil, organic matter, sediment or any other deleterious material.
Note to Table 8.6.2.2.A.:
9.3.1.6. Compressive Strength (1) Except as provided elsewhere in this Part, the compressive strength of unreinforced concrete after 28 days shall be not less than, (a) 32 MPa for garage floors, carport floors and all exterior flatwork, (b) 20 MPa for interior floors other than those for garages and carports, and (c) 15 MPa for all other applications. (2) Concrete used for garage and carport floors and exterior steps shall have air entrainment of 5 to 8%.
Note to Table 8.6.2.2.A.:
9.3.1.7. Concrete Mixes (1) For site-batched concrete, the concrete mixes described in Table 9.3.1.7. shall be considered acceptable if the ratio of water to cementing materials does not exceed, (a) 0.45 for garage floors, carport floors and all exterior flatwork, (b) 0.65 for interior floors other than those for garages and carports, and (c) 0.70 for all other applications. (2) The size of aggregate in unreinforced concrete mixes referred to in Sentence (1) shall not exceed, (a) 1/5 the distance between the sides of vertical forms, or (b) 1/3 the thickness of flatwork. Table 9.3.1.7.   Concrete Mixes Forming Part of Sentence 9.3.1.7.(1)  Column 1

Column 2

Column 3

Column 4

Column 5

Column 6

Column 7


Maximum Size of Coarse Aggregate, mm

Materials, volume


Cement

Fine Aggregate (damp average coarse sand)

Coarse Aggregate (gravel or crushed stone)


Parts

L(1)

Parts

L

Parts

L


14

1

28

1.75

49

2

56


20

1

28

1.75

49

2.5

70


28

1

28

2

56

3

84


40

1

28

2

56

3.5

98
Notes to Table 9.3.1.7.:
9.3.1.8. Admixtures (1) Admixtures shall conform to ASTM C260, “Air-Entraining Admixtures for Concrete”, or ASTM C494 / C494M, “Chemical Admixtures for Concrete”, as applicable.
Notes to Table 9.3.1.7.:
9.3.1.9. Cold Weather Requirements (1) When the air temperature is below 5°C , concrete shall be, (a) kept at a temperature of not less than 10°C or more than 25°C while being placed, and (b) maintained at a temperature of not less than 10°C for 72 h after placing. (2) No frozen material or ice shall be used in concrete described in Sentence (1). 9.3.2. Lumber and Wood Products
Notes to Table 9.3.1.7.:
9.3.2.1. Grade Marking (1) Lumber for joists, rafters, trusses and beams and for the uses listed in Table 9.3.2.1. shall be identified by a grade stamp to indicate its grade as determined by the NLGA, “Standard Grading Rules for Canadian Lumber. Table 9.3.2.1.   Minimum Lumber Grades for Specific End Uses Forming Part of Sentence 9.3.2.1.(1)  Column 1

Column 2

Column 3

Column 4

Column 5


Use

Boards

Framing


Paragraph in the NLGA Grading Rules Under Which Boards are Graded


All Species

Eastern White
Pine & Red Pine

All Species


Para 113

Para 114

Para 118


Stud wall framing (loadbearing members)

—

—

—

Stud, Standard, No. 2


Stud wall framing (non-loadbearing members)

—

—

—

Stud, Utility, No. 3


Plank frame construction (loadbearing members)

No. 3 Common

—

No. 3 Common

No. 2


Plank frame construction (non-loadbearing members)

No. 5 Common

—

No. 5 Common

Economy, No 3


Post and beams less than 114 mm in thickness

—

—

—

Standard, No.2


Post and beams not less than 114 mm in thickness

—

—

—

Standard


Roof sheathing

No. 3 Common

Standard

No. 4 Common

—


Subflooring

No. 3 common

Standard

No. 3 Common

—


Wall sheathing when required as a nailing base

No. 4 Common

Utility

No. 4 Common

—


Wall sheathing not required as a nailing base

No. 5 Common

Economy

No. 5 Common

—