O. Reg. 88/19: BUILDING CODE

filed May 2, 2019 under Building Code Act, 1992, S.O. 1992, c. 23

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ontario regulation 88/19

made under the

Building Code Act, 1992

Made: May 1, 2019
Filed: May 2, 2019
Published on e-Laws: May 2, 2019
Printed in The Ontario Gazette: May 18, 2019

Amending O. Reg. 332/12

(BUILDING CODE)

1. (1) Subclause 1.4.1.2.(1)(b)(ii) of Division A of Ontario Regulation 332/12 is amended by striking out “Sentences 3.13.1.2.(1)” at the beginning and substituting “Sentences 3.13.1.2.(1), 5.10.3.1.(1)”.

(2) Clause 1.4.1.2.(1)(c) of Division A of the Regulation is amended by adding the following definition:

Apparent sound transmission class means a single number rating of the airborne sound attenuation of building assemblies separating two adjoining spaces, taking into account both the direct and flanking sound transmission paths, and “ASTC” has a corresponding meaning.

(3) The definition of “Closure” in Clause 1.4.1.2.(1)(c) of Division A of the Regulation is amended by adding “a damper” after “a shutter”.

(4) The definition of “Dangerous goods” in Clause 1.4.1.2.(1)(c) of Division A of the Regulation is revoked and the following substituted:

Dangerous goods means those products or substances that are,

(a) regulated by the Transportation of Dangerous Goods Regulations made under the Transportation of Dangerous Goods Act, 1992 (Canada), or

(b) classified as controlled products under the Hazardous Products Regulations made under the Hazardous Products Act (Canada).

(5) The definition of “Electric vehicle supply equipment” in Clause 1.4.1.2.(1)(c) of Division A of the Regulation is revoked.

(6) Clause 1.4.1.2.(1)(c) of Division A of the Regulation is amended by adding the following definition:

Flight means a series of steps between landings.

(7) Clause (c) of the definition of “Food premises” in Clause 1.4.1.2.(1)(c) of Division A of the Regulation is revoked and the following substituted:

(c) a building to which Ontario Regulation 502/17 (Camps in Unorganized Territory) or Ontario Regulation 503/17 (Recreational Camps) made under the Health Protection and Promotion Act applies,

(8) Clause (a) of the definition of “Private sewer” in Clause 1.4.1.2.(1)(c) of Division A of the Regulation is amended by striking out “Ministry of the Environment and Climate Change” and substituting “Ministry of the Environment, Conservation and Parks”.

(9) Clause 1.4.1.2.(1)(c) of Division A of the Regulation is amended by adding the following definition:

Run means the horizontal distance between two adjacent tread nosings on a stair.

(10) Clause 1.4.1.2.(1)(c) of Division A of the Regulation is amended by adding the following definitions:

Solid masonry means a single-wythe or multi-wythe construction made of solid masonry units or semi-solid, cored or hollow masonry units, the cells of which may or may not be filled with mortar or grout. In multi-wythe masonry construction, the space between the wythes consists of a mortar-filled collar joint or grout-filled space and the wythes may or may not be constructed of the same masonry materials.

Solid masonry unit means a concrete block or brick unit, a clay brick unit or a calcium silicate brick unit, the net solid area of which is at least 75% of its gross area.

Sound transmission class means a single number rating of the airborne sound attenuation of a building assembly separating two adjoining spaces, taking into account only the direct sound transmission path, and “STC” has a corresponding meaning.

(11) Clause 1.4.1.2.(1)(c) of Division A of the Regulation is amended by adding the following definition:

Tapered tread means a tread with non-parallel edges that increases or decreases its run uniformly over its width.

2. Subclause 1.4.1.3.(1)(a)(v) of Division A of the Regulation is revoked.

3. Sentence 1.3.1.1.(1) of Division B of the Regulation is amended by striking out “2012” at the end and substituting “2017”.

4. Table 1.3.1.2. of Division B of the Regulation is revoked and the following substituted:

Table 1.3.1.2.
Documents Referenced in the Building Code

Forming Part of Sentence 1.3.1.2.(1)

Item	Column 1 Issuing Agency	Column 2 Document Number	Column 3 Title of Document⁽¹⁾	Column 4 Code Reference
1.	ACGIH	2013, 28th Edition	Industrial Ventilation Manual	6.2.1.1.(1)
2.	AISI	S201-12	North American Standard for Cold-Formed Steel Framing - Product Data	9.24.1.2.(1)
3.	ANSI	A208.1-2009	Particleboard	9.23.14.2.(3) 9.29.9.1.(1) 9.30.2.2.(1)
4.	ANSI/ASHRAE	62.1-2010	Ventilation for Acceptable Indoor Air Quality	6.2.2.1.(2) 6.2.3.8.(15) 6.2.3.21A.(1)
5.	ANSI/ASHRAE/IESNA	90.1-2013	Energy Standard for Buildings Except Low-Rise Residential Buildings	6.2.1.1.(1)
6.	ANSI/CSA	ANSI Z21.22-2015 / CSA 4.4-2015	Relief Valves for Hot Water Supply Systems	7.2.10.11.(1)
7.	APHA/AWWA/WEF	2012, 22nd Edition	Standard Methods for the Examination of Water and Wastewater	8.9.2.4.(1)
8.	ASCE	ASCE/SEI 49-12	Wind Tunnel Testing for Buildings and Other Structures	4.1.7.12.(1)
9.	ASHRAE	2017	Fundamentals	5.2.1.3.(1) 6.2.1.1.(1)
10.	ASHRAE	2015	HVAC Applications	6.2.1.1.(1)
11.	ASHRAE	2016	HVAC Systems and Equipment	6.2.1.1.(1)
12.	ASHRAE	2018	Refrigeration	6.2.1.1.(1)
13.	ASHRAE	Guideline 12-2000	Minimizing the Risk of Legionellosis Associated with Building Water Systems	6.2.3.14.(3) 6.2.3.14A.(3)
14.	ASME	A112.19.8-2007	Suction Fittings for Use in Swimming Pools, Wading Pools, Spas, and Hot Tubs	3.12.4.1.(9)
15.	ASME	B16.3-2016	Malleable Iron Threaded Fittings: Classes 150 and 300	7.2.6.6.(1)
16.	ASME	B16.4-2011	Gray Iron Threaded Fittings: Classes 125 and 250	7.2.6.5.(1) Table 7.2.11.2.
17.	ASME	B16.5-2017	Pipe Flanges and Flanged Fittings: NPS ½ through NPS 24 Metric/Inch Standard	7.2.6.12.(1)
18.	ASME	B16.9-2012	Factory-Made Wrought Buttwelding Fittings	7.2.6.11.(1) 7.2.6.14.(1)
19.	ASME	B16.12-2009	Cast Iron Threaded Drainage Fittings	7.2.6.3.(1)
20.	ASME	B16.15-2013	Cast Copper Alloy Threaded Fittings: Classes 125 and 250	7.2.7.3.(1)
21.	ASME	B16.18-2012	Cast Copper Alloy Solder Joint Pressure Fittings	7.2.7.6.(1) 7.2.7.6.(2) Table 7.2.11.2.
22.	ASME	B16.22-2013	Wrought Copper and Copper Alloy Solder Joint Pressure Fittings	7.2.7.6.(1) Table 7.2.11.2.
23.	ASME	B16.23-2016	Cast Copper Alloy Solder Joint Drainage Fittings: DWV	7.2.7.5.(1)
24.	ASME	B16.24-2016	Cast Copper Alloy Pipe Flanges and Flanged Fittings: Classes 150, 300, 600, 900, 1500, and 2500	7.2.7.2.(1)
25.	ASME	B16.26-2013	Cast Copper Alloy Fittings for Flared Copper Tubes	7.2.7.7.(1) 7.2.7.7.(2) Table 7.2.11.2.
26.	ASME	B16.29-2012	Wrought Copper and Wrought Copper Alloy Solder-Joint Drainage Fittings – DWV	7.2.7.5.(1)
27.	ASME	ANSI/ASME B18.6.1-1981	Wood Screws (Inch Series)	Table 5.10.1.1. 9.23.3.1.(3)
28.	ASME	B31.9-2014	Building Services Piping	7.3.2.8.(1)
29.	ASME	B36.19M-2004	Stainless Steel Pipe	7.2.6.10.(1)
30.	ASME / CSA	ASME A17.1-2010 / CSA B44-10	Safety Code for Elevators and Escalators	3.5.2.2.(1) Table 4.1.5.11. Table 4.1.8.18. 7.4.3.6.(1)
31.	ASME / CSA	ASME A112.3.4-2013 / CSA B45.9-13	Plumbing Fixtures with Pumped Waste and Macerating Toilet Systems	7.2.2.2.(8)
32.	ASME / CSA	ASME A112.18.1-2012 / CSA B125.1-12	Plumbing Supply Fittings	7.2.10.6.(1) 7.6.5.2.(1)
33.	ASME / CSA	ASME A112.18.2-2015 / CSA B125.2-15	Plumbing Waste Fittings	7.2.3.3.(1) 7.2.10.6.(2)
34.	ASME / CSA	ASME A112.19.1-2013 / CSA B45.2-13	Enamelled Cast Iron and Enamelled Steel Plumbing Fixtures	7.2.2.2.(3) 7.2.2.2.(4)
35.	ASME / CSA	ASME A112.19.2-2013 / CSA B45.1-13	Ceramic Plumbing Fixtures	7.2.2.2.(2)
36.	ASME / CSA	ASME A112.19.3-2017 / CSA B45.4-17	Stainless Steel Plumbing Fixtures	7.2.2.2.(5)
37.	ASME / CSA	ASME A112.19.7-2012 / CSA B45.10-12	Hydromassage Bathtub Systems	7.2.2.2.(7)
38.	ASPE	2005	Data Books	7.6.3.1.(2) 7.7.4.1.(1)
39.	ASSE	ANSI/ASSE 1010-2004	Water Hammer Arresters	7.2.10.15.(1)
40.	ASSE	1051-2009	Individual and Branch Type Air Admittance Valves for Sanitary Drainage Systems	7.2.10.16.(1)
41.	ASTM	A53 / A53M-12	Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless	7.2.6.7.(4)
42.	ASTM	A123 / A123M-13	Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products	Table 5.10.1.1. Table 9.20.16.1.
43.	ASTM	A153 / A153M-09	Zinc Coating (Hot-Dip) on Iron and Steel Hardware	Table 5.10.1.1. Table 9.20.16.1.
44.	ASTM	A182 / A182M-16a	Forged or Rolled Alloy and Stainless Steel Pipe Flanges, Forged Fittings, and Valves and Parts for High-Temperature Service	7.2.6.12.(1) 7.2.6.13.(1)
45.	ASTM	A252-10	Welded and Seamless Steel Pipe Piles	4.2.3.8.(1)
46.	ASTM	A269-15a	Seamless and Welded Austenitic Stainless Steel Tubing for General Service	7.2.6.14.(1)
47.	ASTM	A283 / A283M-13	Low and Intermediate Tensile Strength Carbon Steel Plates	4.2.3.8.(1)
48.	ASTM	A312 / A312M-17	Seamless, Welded, and Heavily Cold Worked Stainless Steel Pipes	7.2.6.10.(1)
49.	ASTM	A351 / A351M-16	Castings, Austenitic, for Pressure-Containing Parts	7.2.6.13.(1)
50.	ASTM	A403 / A403M-16	Wrought Austenitic Stainless Steel Piping Fittings	7.2.6.11.(1)
51.	ASTM	A518 / A518M-99	Corrosion-Resistant High-Silicon Iron Castings	7.2.8.1.(1)
52.	ASTM	A653 / A653M-13	Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process	Table 5.10.1.1. 9.3.3.2.(1)
53.	ASTM	A792 / A792M-10	Steel Sheet, 55% Aluminum-Zinc Alloy-Coated by the Hot-Dip Process	9.3.3.2.(1)
54.	ASTM	A1008 / A1008M-13	Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable	4.2.3.8.(1)
55.	ASTM	A1011 / A1011M-14	Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength	4.2.3.8.(1)
56.	ASTM	B32-08	Solder Metal	7.2.9.2.(1)
57.	ASTM	B42-15a	Seamless Copper Pipe, Standard Sizes	7.2.7.1.(1)
58.	ASTM	B43-15	Seamless Red Brass Pipe, Standard Sizes	7.2.7.1.(2)
59.	ASTM	B68 / B68M-11	Seamless Copper Tube, Bright Annealed	7.2.7.4.(3)
60.	ASTM	B88-16	Seamless Copper Water Tube	7.2.7.4.(1) 7.2.7.4.(3) Table 7.2.11.2.
61.	ASTM	B306-13	Copper Drainage Tube (DWV)	7.2.7.4.(1)
62.	ASTM	B813-16	Liquid and Paste Fluxes for Soldering of Copper and Copper Alloy Tube	7.2.9.2.(3)
63.	ASTM	B828-16	Making Capillary Joints by Soldering of Copper and Copper Alloy Tube and Fittings	7.3.2.4.(1)
64.	ASTM	C4-04	Clay Drain Tile and Perforated Clay Drain Tile	Table 5.10.1.1. 9.14.3.1.(1)
65.	ASTM	C27-98	Fireclay and High-Alumina Refractory Brick	9.21.3.4.(1)
66.	ASTM	C73-10	Calcium Silicate Brick (Sand-Lime Brick)	Table 5.10.1.1. 9.20.2.1.(1)
67.	ASTM	C126-13	Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry Units	Table 5.10.1.1. 9.20.2.1.(1)
68.	ASTM	C212-14	Structural Clay Facing Tile	Table 5.10.1.1. 9.20.2.1.(1)
69.	ASTM	C260 / C260M-10a	Air-Entraining Admixtures for Concrete	9.3.1.8.(1)
70.	ASTM	C411-11	Hot-Surface Performance of High-Temperature Thermal Insulation	6.2.3.4.(3) 6.2.9.2.(2)
71.	ASTM	C412M-11	Concrete Drain Tile (Metric)	Table 5.10.1.1. 9.14.3.1.(1)
72.	ASTM	C444M-03	Perforated Concrete Pipe (Metric)	Table 5.10.1.1. 9.14.3.1.(1)
73.	ASTM	C494 / C494M-13	Chemical Admixtures for Concrete	9.3.1.8.(1)
74.	ASTM	C553-13	Mineral Fiber Blanket Thermal Insulation for Commercial and Industrial Applications	Table 5.10.1.1.
75.	ASTM	C612-14	Mineral Fiber Block and Board Thermal Insulation	Table 5.10.1.1.
76.	ASTM	C700-13	Vitrified Clay Pipe, Extra Strength, Standard Strength and Perforated	Table 5.10.1.1. 9.14.3.1.(1)
77.	ASTM	C726-12	Mineral Wool Roof Insulation Board	Table 5.10.1.1. 9.25.2.2.(1)
78.	ASTM	C834-10	Latex Sealants	Table 5.10.1.1. 9.27.4.2.(2)
79.	ASTM	C840-13	Application and Finishing of Gypsum Board	Table 5.10.1.1.
80.	ASTM	C920-14	Elastomeric Joint Sealants	Table 5.10.1.1. 9.27.4.2.(2)
81.	ASTM	C954-11	Steel Drill Screws for the Application of Gypsum Panel Products or Metal Plaster Bases to Steel Studs from 0.033 in. (0.84 mm) to 0.112 in. (2.84 mm) in Thickness	9.24.1.4.(1)
82.	ASTM	C991-08e1	Flexible Fibrous Glass Insulation for Metal Buildings	Table 5.10.1.1.
83.	ASTM	C1002-07	Steel Self-Piercing Tapping Screws for the Application of Gypsum Panel Products or Metal Plaster Bases to Wood Studs or Steel Studs	Table 5.10.1.1. 9.24.1.4.(1) 9.29.5.7.(1)
84.	ASTM	C1053-00	Borosilicate Glass Pipe and Fittings for Drain, Waste, and Vent (DWV) Applications	7.2.8.1.(1)
85.	ASTM	C1177 / C1177M-13	Glass Mat Gypsum Substrate for Use as Sheathing	3.1.5.12.(6) 3.1.5.12A.(4) Table 5.10.1.1. Table 9.23.16.2.A.
86.	ASTM	C1178 / C1178M-13	Coated Glass Mat Water-Resistant Gypsum Backing Panel	3.1.5.12.(6) 3.1.5.12A.(4) Table 5.10.1.1. 9.29.5.2.(1)
87.	ASTM	C1184-13	Structural Silicone Sealants	Table 5.10.1.1. 9.27.4.2.(2)
88.	ASTM	C1311-10	Solvent Release Sealants	Table 5.10.1.1. 9.27.4.2.(2)
89.	ASTM	C1330-02	Cylindrical Sealant Backing for Use with Cold Liquid-Applied Sealants	Table 5.10.1.1. 9.27.4.2.(3)
90.	ASTM	C1396 / C1396M-14	Gypsum Board	3.1.5.12.(6) 3.1.5.12A.(4) Table 5.10.1.1. Table 9.23.16.2.A. 9.29.5.2.(1) Table 9.29.5.3.
91.	ASTM	C1658 / C1658M-13	Glass Mat Gypsum Panels	3.1.5.12.(6) Table 5.10.1.1.
92.	ASTM	D323-08	Vapor Pressure of Petroleum Products (Reid Method)	1.4.1.2.(1) of Division A
93.	ASTM	D374-99	Thickness of Solid Electrical Insulation	3.15.4.1.(1)
94.	ASTM	D568-77	Rate of Burning and/or Extent and Time of Burning of Flexible Plastics in a Vertical Position	3.15.4.1.(1)
95.	ASTM	D635-06	Rate of Burning and/or Extent and Time of Burning of Plastics in a Horizontal Position	3.15.4.1.(1)
96.	ASTM	D1227-95	Emulsified Asphalt Used as a Protective Coating for Roofing	Table 5.10.1.1. 9.13.2.2.(2) 9.13.3.2.(2)
97.	ASTM	D2178 / D2178M-13a	Asphalt Glass Felt Used in Roofing and Waterproofing	Table 5.10.1.1.
98.	ASTM	D2898-10	Accelerated Weathering of Fire-Retardant-Treated Wood for Fire Testing	3.1.5.5.(3) 3.1.5.25.(1) 3.2.3.7.(5) 3.2.3.7.(7)
99.	ASTM	D3019-08	Lap Cement Used with Asphalt Roll Roofing, Non-Fibered, Asbestos-Fibered, and Non-Asbestos-Fibered	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
100.	ASTM	D3261-16	Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing	7.2.5.5.(3)
101.	ASTM	D4479 / D4479M-07e1	Asphalt Roof Coatings - Asbestos-Free	Table 5.10.1.1. 9.13.2.2.(2) 9.13.3.2.(2) Table 9.26.2.1.B.
102.	ASTM	D4637 / D4637M-12	EPDM Sheet Used In Single-Ply Roof Membrane	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
103.	ASTM	D4811 / D4811M-06	Nonvulcanized (Uncured) Rubber Sheet Used as Roof Flashing	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
104.	ASTM	D5456-10a	Evaluation of Structural Composite Lumber Products	3.1.11.7.(4)
105.	ASTM	D6878 / D6878M-11a	Thermoplastic Polyolefin Based Sheet Roofing	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
106.	ASTM	E84-18a	Surface Burning Characteristics of Building Materials	Table 5.10.1.1.
107.	ASTM	E90-09	Laboratory Measurement of Airborne Sound Transmission Loss of Building Partitions and Elements	5.8.1.2.(1) 5.8.1.4.(2) 9.11.1.2.(1)
108.	ASTM	E96 / E96M-13	Water Vapor Transmission of Materials	5.5.1.2.(3) 9.13.2.2.(2) 9.25.4.2.(1) 9.25.5.1.(1)
109.	ASTM	E283-04	Determining Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen	5.10.4.4.(2)
110.	ASTM	E331-00	Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference	5.10.4.5.(2)
111.	ASTM	E336-11	Measurement of Airborne Sound Attenuation Between Rooms in Buildings	5.8.1.2.(2) 5.8.1.4.(8) 9.11.1.2.(2)
112.	ASTM	E413-10	Classification for Rating Sound Insulation	5.8.1.2.(1) 5.8.1.2.(2) 5.8.1.4.(8) 5.8.1.5.(4) 9.11.1.2.(1) 9.11.1.2.(2)
113.	ASTM	E547-00	Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Cyclic Static Air Pressure Difference	5.10.4.5.(2)
114.	ASTM	E1300-12ae1	Determining Load Resistance of Glass in Buildings	4.3.6.1.(1)
115.	ASTM	E2178-13	Air Permeance of Building Materials	5.4.1.2.(1)
116.	ASTM	E2190-10	Insulating Glass Unit Performance and Evaluation	Table 5.10.1.1. 9.6.1.2.(1)
117.	ASTM	F476-14	Security of Swinging Door Assemblies	9.7.5.2.(2)
118.	ASTM	F628-12e2	Acrylonitrile-Butadiene-Styrene (ABS) Schedule 40 Plastic Drain, Waste, and Vent Pipe With a Cellular Core	7.2.5.10.(1) 7.2.5.12.(1) 7.2.5.12.(2)
119.	ASTM	F714-13	Polyethylene (PE) Plastic Pipe (DR-PR) Based on Outside Diameter	7.2.5.6.(1)
120.	ASTM	F1667-13	Driven Fasteners: Nails, Spikes, and Staples	9.23.3.1.(1) 9.26.2.3.(1) 9.29.5.6.(1)
121.	AWS	ANSI/AWS A5.8M/ A5.8:2011	Filler Metals for Brazing and Braze Welding	7.2.9.2.(4)
122.	AWWA	ANSI/AWWA C104 / A21.4-2013	Cement-Mortar Lining for Ductile-Iron Pipe and Fittings	7.2.6.4.(2) Table 7.2.11.2.
123.	AWWA	ANSI/AWWA C110 / A21.10-2012	Ductile-Iron and Gray-Iron Fittings	7.2.6.4.(3) Table 7.2.11.2.
124.	AWWA	ANSI/AWWA C111 / A21.11-2012	Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings	7.2.6.4.(4) Table 7.2.11.2.
125.	AWWA	ANSI/AWWA C151 / A21.51-2009	Ductile-Iron Pipe, Centrifugally Cast	7.2.6.4.(1) Table 7.2.11.2.
126.	AWWA	ANSI/AWWA C228-08	Stainless-Steel Pipe Flanges For Water Service - Sizes 2 in. through 72 in. (50 mm through 1,800 mm)	7.2.6.12.(1)
127.	BCMOH	Version 2, 21st Sept, 2007	Sewerage System Standard Practice Manual	8.7.8.3.(2) 8.7.8.3.(3)
128.	BNQ	BNQ 3624-115-2016	Polyethylene (PE) Pipe and Fittings - Flexible Pipes for Drainage - Characteristics and Test Methods	Table 5.10.1.1. 9.14.3.1.(1)
129.	BNQ	CAN/BNQ 3680-600-2009	Onsite Residential Wastewater Treatment Technologies	8.6.2.2.(5) Table 8.6.2.2.
130.	CCBFC	NRCC 38726 1995	National Building Code of Canada	1.3.1.2.(3) of Division A
131.	CCBFC	NRCC 38732 1995	National Farm Building Code of Canada	1.3.1.2.(1) to (5) of Division A
132.	CCBFC	NRCC 56190 2015, including all amendments, revisions and supplements effective to September 28, 2018	National Building Code of Canada	2.4.2.1.(2) of Division C
133.	CCBFC	NRCC 56191 2015	National Energy Code of Canada for Buildings	6.2.1.1.(1)
134.	CCBFC	NRCC 56192 2015, including all amendments, revisions and supplements effective to September 28, 2018	National Fire Code of Canada	3.3.1.2.(1) 3.3.5.2.(1) 6.2.2.5.(1)
135.	CCBFC	NRCC 56193 2015, including all amendments, revisions and supplements effective to September 28, 2018	National Plumbing Code of Canada	2.4.2.1.(2) of Division C
136.	CGSB	CAN/CGSB-1.501-M89	Method of Permeance of Coated Wallboard	5.5.1.2.(2) 9.25.4.2.(5)
137.	CGSB	CAN/CGSB-7.2-94	Adjustable Steel Columns	9.17.3.4.(1)
138.	CGSB	CAN/CGSB-10.3-92	Air Setting Refractory Mortar	9.21.3.4.(2) 9.21.3.9.(1) 9.22.2.2.(2)
139.	CGSB	CAN/CGSB-11.3-M87	Hardboard	Table 5.10.1.1. 9.27.9.1.(2) 9.29.7.1.(1) 9.30.2.2.(1)
140.	CGSB	CAN/CGSB-11.5-M87	Hardboard, Precoated, Factory Finished, for Exterior Cladding	Table 5.10.1.1. 9.27.9.1.(1)
141.	CGSB	CAN/CGSB-12.1-M90	Tempered or Laminated Safety Glass	3.3.1.18.(2) 3.4.6.15.(1) 3.4.6.15.(3) Table 5.10.1.1. 9.6.1.2.(1) 9.6.1.4.(1) 9.8.8.7.(1)
142.	CGSB	CAN/CGSB-12.2-M91	Flat, Clear Sheet Glass	Table 5.10.1.1. 9.6.1.2.(1)
143.	CGSB	CAN/CGSB-12.3-M91	Flat, Clear Float Glass	Table 5.10.1.1. 9.6.1.2.(1)
144.	CGSB	CAN/CGSB-12.4-M91	Heat Absorbing Glass	Table 5.10.1.1. 9.6.1.2.(1)
145.	CGSB	CAN/CGSB-12.5-M86	Mirrors, Silvered	9.6.1.2.(3)
146.	CGSB	CAN/CGSB-12.8-97	Insulating Glass Units	Table 5.10.1.1. 9.6.1.2.(1)
147.	CGSB	CAN/CGSB-12.10-M76	Glass, Light and Heat Reflecting	Table 5.10.1.1. 9.6.1.2.(1)
148.	CGSB	CAN/CGSB-12.11-M90	Wired Safety Glass	3.3.1.18.(2) 3.4.6.15.(1) 3.4.6.15.(3) Table 5.10.1.1. 9.6.1.2.(1) 9.6.1.4.(1) 9.8.8.7.(1)
149.	CGSB	CAN/CGSB-12.20-M89	Structural Design of Glass for Buildings	4.3.6.1.(1)
150.	CGSB	CAN/CGSB-19.22-M89	Mildew-Resistant Sealing Compound for Tubs and Tile	9.29.10.5.(1)
151.	CGSB	37-GP-9Ma-1983	Primer, Asphalt, Unfilled, for Asphalt Roofing, Dampproofing and Waterproofing	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.A.
152.	CGSB	CAN/CGSB-37.50-M89	Hot-Applied, Rubberized Asphalt for Roofing and Waterproofing	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
153.	CGSB	CAN/CGSB-37.51-M90	Application for Hot-Applied Rubberized Asphalt for Roofing and Waterproofing	9.26.15.1.(1)
154.	CGSB	CAN/CGSB-37.54-95	Polyvinyl Chloride Roofing and Waterproofing Membrane	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
155.	CGSB	37-GP-55M-1979	Application of Sheet Applied Flexible Polyvinyl Chloride Roofing Membrane	9.26.16.1.(1)
156.	CGSB	37-GP-56M-1985	Membrane, Modified, Bituminous, Prefabricated, and Reinforced for Roofing	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
157.	CGSB	CAN/CGSB-37.58-M86	Membrane, Elastomeric, Cold-Applied Liquid, for Non-Exposed Use in Roofing and Waterproofing	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
158.	CGSB	CAN/CGSB-41.24-95	Rigid Vinyl Siding, Soffits and Fascia	Table 5.10.1.1. 9.27.12.1.(1)
159.	CGSB	CAN/CGSB-51.25-M87	Thermal Insulation, Phenolic, Faced	Table 9.23.16.2.A. 9.25.2.2.(1)
160.	CGSB	51-GP-27M-1979	Thermal Insulation, Polystyrene, Loose Fill	9.25.2.2.(1)
161.	CGSB	CAN/CGSB-51.32-M77	Sheathing, Membrane, Breather Type	Table 5.10.1.1. 9.20.13.9.(1) 9.26.2.1.(1) 9.27.3.2.(1) Table 9.26.2.1.A.
162.	CGSB	CAN/CGSB-51.33-M89	Vapour Barrier, Sheet, Excluding Polyethylene, for Use in Building Construction	Table 5.10.1.1. 9.25.4.2.(4)
163.	CGSB	CAN/CGSB-51.34-M86	Vapour Barrier, Polyethylene Sheet for Use in Building Construction	Table 5.10.1.1. 9.13.2.2.(1) 9.13.4.3.(1) 9.18.6.2.(1) 9.25.3.2.(2) 9.25.4.2.(3)
164.	CGSB	CAN/CGSB-82.6-M86	Doors, Mirrored Glass, Sliding or Folding, Wardrobe	9.6.1.2.(2)
165.	CGSB	CAN/CGSB-93.1-M85	Sheet, Aluminum Alloy, Prefinished, Residential	Table 5.10.1.1. 9.27.11.1.(4)
166.	CGSB	CAN/CGSB-93.2-M91	Prefinished Aluminum Siding, Soffits, and Facsia, for Residential Use	3.2.3.6.(4) Table 5.10.1.1. 9.27.11.1.(3)
167.	CGSB	CAN/CGSB-93.3-M91	Prefinished Galvanized and Aluminum-Zinc Alloy Steel Sheet for Residential Use	Table 5.10.1.1. 9.27.11.1.(2)
168.	CGSB	CAN/CGSB-93.4-92	Galvanized Steel and Aluminum-Zinc Alloy Coated Steel Siding, Soffits and Fascia, Prefinished, Residential	Table 5.10.1.1. 9.27.11.1.(1)
169.	CSA	CAN/CSA-6.19-01	Residential Carbon Monoxide Alarming Devices	6.2.12.3.(1) 9.33.4.3.(1)
170.	CSA	A23.1-14	Concrete Materials and Methods of Concrete Construction	4.2.3.6.(1) 4.2.3.9.(1) Table 5.10.1.1. 9.3.1.1.(1) 9.3.1.1.(4) 9.3.1.3.(1) 9.3.1.4.(1) 9.39.1.4.(1)
171.	CSA	A23.3-14	Design of Concrete Structures	Table 4.1.8.9. 4.3.3.1.(1)
172.	CSA	A60.1-M1976	Vitrified Clay Pipe	7.2.5.4.(1)
173.	CSA	A60.3-M1976	Vitrified Clay Pipe Joints	7.2.5.4.(2)
174.	CSA	CAN/CSA-A82-14	Fire Masonry Brick Made from Clay or Shale	Table 5.10.1.1. 9.20.2.1.(1)
175.	CSA	CAN/CSA-A82.27-M91	Gypsum Board	3.1.5.12.(6) 3.1.5.12A.(4) 9.29.5.2.(1)
176.	CSA	A82.30-M1980	Interior Furring, Lathing and Gypsum Plastering	9.29.4.1.(1)
177.	CSA	A82.31-M1980	Gypsum Board Application	3.2.3.6.(4) 3.2.3.16.(1) 9.10.12.4.(3) 9.29.5.1.(2)
178.	CSA	CAN3-A93-M82	Natural Airflow Ventilators for Buildings	Table 5.10.1.1. 9.19.1.2.(5)
179.	CSA	A123.1-05 / A123.5-05	Asphalt Shingles Made from Organic Felt and Surfaced with Mineral Granules / Asphalt Shingles Made from Glass Felt and Surfaced with Mineral Granules	Table 5.10.1.1. Table 9.26.2.1.B.
180.	CSA	CAN/CSA-A123.2-03	Asphalt-Coated Roofing Sheets	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
181.	CSA	A123.3-05	Asphalt Saturated Organic Roofing Felt	Table 5.10.1.1. Table 9.26.2.1.B.
182.	CSA	CAN/CSA-A123.4-04	Asphalt for Constructing Built-Up Roof Coverings and Waterproofing Systems	Table 5.10.1.1. 9.13.2.2.(2) 9.13.3.2.(2) Table 9.26.2.1.B.
183.	CSA	A123.17-05	Asphalt Glass Felt Used in Roofing and Waterproofing	Table 5.10.1.1. 9.13.3.2.(2) Table 9.26.2.1.B.
184.	CSA	A123.21-10	Dynamic Wind Uplift Resistance of Membrane-Roofing Systems	5.2.2.2.(4)
185.	CSA	A123.22-08	Self-Adhering Polymer Modified Bituminous Sheet Materials Used as Steep Roofing Underlayment for Ice Dam Protection	Table 9.26.2.1.B.
186.	CSA	CAN3-A123.51-M85	Asphalt Shingle Application on Roof Slopes 1:3 and Steeper	Table 5.10.1.1. 9.26.1.2.(1)
187.	CSA	CAN3-A123.52-M85	Asphalt Shingle Application on Roof Slopes 1:6 to Less than 1:3	Table 5.10.1.1. 9.26.1.2.(1)
188.	CSA	A165.1-14	Concrete Block Masonry Units	Table 5.10.1.1. 9.15.2.2.(1) 9.17.5.1.(1) 9.20.2.1.(1) 9.20.2.6.(1)
189.	CSA	A165.2-14	Concrete Brick Masonry Units	Table 5.10.1.1. 9.20.2.1.(1)
190.	CSA	A165.3-14	Prefaced Concrete Masonry Units	Table 5.10.1.1. 9.20.2.1.(1)
191.	CSA	A179-14	Mortar and Grout for Unit Masonry	Table 5.10.1.1. 9.15.2.2.(3) 9.20.3.1.(1)
192.	CSA	CAN/CSA-A220 Series-06	Concrete Roof Tiles	Table 5.10.1.1. Table 9.26.2.1.B.
193.	CSA	CAN/CSA-A220.1-06	Installation of Concrete Roof Tiles	9.26.17.1.(1)
194.	CSA	CAN/CSA-A257 Series-14	Standards for Concrete Pipe and Manhole Sections	7.2.5.3.(1)
195.	CSA	A257.4-14	Precast Reinforced Circular Concrete Manhole Sections, Catch Basins, and Fittings	7.2.5.3.(5)
196.	CSA	A277-08	Procedure for Factory Certification of Buildings	9.1.1.9.(1) 3.1.1.1.(2) of Division C 3.2.4.1.(3) of Division C
197.	CSA	CAN/CSA-A324-M88	Clay Flue Liners	9.21.3.3.(1)
198.	CSA	A371-14	Masonry Construction for Buildings	Table 5.10.1.1. 9.15.2.2.(3) 9.20.3.2.(7) 9.20.15.2.(1)
199.	CSA	CAN/CSA-A405-M87	Design and Construction of Masonry Chimneys and Fireplaces	9.21.3.5.(1) 9.22.1.4.(7) 9.22.5.2.(2)
200.	CSA	AAMA/WDMA/CSA 101/I.S.2/A440-11	NAFS - North American Fenestration Standard/Specification for Windows, Doors, and Skylights	5.10.2.2.(1) Table 9.7.3.3. 9.7.4.1.(1) 9.7.4.2.(1) 9.7.4.3.(2) 9.7.5.1.(1) 9.7.5.3.(1)
201.	CSA	A440S1-17	Canadian Supplement to AAMA/WDMA/CSA 101/I.S.2/A440-11, NAFS - North American Fenestration Standard/Specification for Windows, Doors, and Skylights	5.10.2.2.(1) 5.10.4.5.(3) 9.7.4.2.(1) 9.7.4.3.(1)
202.	CSA	A440.2-14	Fenestration Energy Performance	12.3.1.2.(1)
203.	CSA	A440.2-14 / A440.3-14	Fenestration Energy Performance / User Guide to CSA A440.2-14, Fenestration Energy Performance	Table 9.7.3.3.
204.	CSA	CAN/CSA-A440.4-07	Window, Door, and Skylight Installation	9.7.6.1.(1)
205.	CSA	A660-10	Certification of Manufacturers of Steel Building Systems	4.3.4.3.(1)
206.	CSA	A3001-13	Cementitious Materials for Use in Concrete	Table 5.10.1.1. 9.3.1.2.(1) 9.28.2.1.(1)
207.	CSA	CAN/CSA-B45.0-02	General Requirements for Plumbing Fixtures	7.6.4.2.(1)
208.	CSA	B52-13	Mechanical Refrigeration Code	6.2.2.4.(4)
209.	CSA	B64.0-11	Definitions, General Requirements, and Test Methods for Vacuum Breakers and Backflow Preventers	7.2.10.10.(1)
210.	CSA	B64.1.1-11	Atmospheric Vacuum Breakers (AVB)	7.2.10.10.(1)
211.	CSA	B64.1.2-11	Pressure Vacuum Breakers (PVB)	7.2.10.10.(1)
212.	CSA	B64.1.3-11	Spill-Resistant Pressure Vacuum Breakers (SRPVB)	7.2.10.10.(1)
213.	CSA	B64.1.4-11	Vacuum Breaker, Air Space Type (ASVB)	7.2.10.10.(1)
214.	CSA	B64.2-11	Hose Connection Vacuum Breakers (HCVB)	7.2.10.10.(1)
215.	CSA	B64.2.1-11	Hose Connection Vacuum Breakers (HCVB) with Manual Draining Feature	7.2.10.10.(1)
216.	CSA	B64.2.1.1-11	Hose Connection Dual Check Vacuum Breakers (HCDVB)	7.2.10.10.(1)
217.	CSA	B64.2.2-11	Hose Connection Vacuum Breakers (HCVB) with Automatic Draining Feature	7.2.10.10.(1)
218.	CSA	B64.3-11	Dual Check Valve Backflow Preventers with Atmospheric Port (DCAP)	7.2.10.10.(1) 7.6.2.5.(4)
219.	CSA	B64.3.1-11	Dual Check Valve Backflow Preventers with Atmospheric Port for Carbonators (DCAPC)	7.2.10.10.(1)
220.	CSA	B64.4-11	Reduced Pressure Principle (RP) Backflow Preventers	7.2.10.10.(1)
221.	CSA	B64.4.1-11	Reduced Pressure Principle Backflow Preventers for Fire Protection Systems (RPF)	7.6.2.4.(2) Table 7.6.2.4. 7.6.2.4.(4)
222.	CSA	B64.5-11	Double Check Valve (DCVA) Backflow Preventers	7.2.10.10.(1)
223.	CSA	B64.5.1-11	Double Check Valve Backflow Preventers for Fire Protection Systems (DCVAF)	7.6.2.4.(2) Table 7.6.2.4.
224.	CSA	B64.6-11	Dual Check Valve (DuC) Backflow Preventers	7.2.10.10.(1) 7.6.2.6.(3) 7.7.1.1.(3)
225.	CSA	B64.6.1-11	Dual Check Valve Backflow Preventers for Fire Protection Systems (DuCF)	7.6.4.2.(2) Table 7.6.2.4.
226.	CSA	B64.7-11	Laboratory Faucet Vacuum Breakers (LFVB)	7.2.10.10.(1)
227.	CSA	B64.8-11	Dual Check Valve Backflow Preventers with Intermediate Vent (DuCV)	7.2.10.10.(1)
228.	CSA	B64.9-11	Single Check Valve Backflow Preventers for Fire Protection Systems (SCVAF)	7.6.2.4.(2) Table 7.6.2.4.
229.	CSA	B64.10-17	Selection and Installation of Backflow Preventers	7.2.10.10.(1) 7.6.2.3.(1) Table 7.6.2.4. 7.6.2.6.(1)
230.	CSA	B66-10	Design, Material, and Manufacturing Requirements for Prefabricated Septic Tanks and Sewage Holding Tanks	8.2.2.2.(1) 8.2.2.2.(2) 8.2.2.2.(3) 8.2.2.3.(7) 8.2.2.3.(11)
231.	CSA	CAN/CSA-B70-12	Cast Iron Soil Pipe, Fittings, and Means of Joining	7.2.6.1.(1) 7.4.6.4.(2)
232.	CSA	CAN/CSA-B70.1-03	Frames and Covers for Maintenance Holes and Catchbasins	7.2.6.1.(3)
233.	CSA	B111-1974	Wire Nails, Spikes and Staples	9.23.3.1.(1) 9.26.2.3.(1) 9.29.5.6.(1)
234.	CSA	B125.3-12	Plumbing Fittings	7.2.10.6.(1) 7.2.10.10.(2) 7.6.5.2.(2)
235.	CSA	CAN/CSA-B128.1-06	Design and Installation of Non-Potable Water Systems	7.7.2.1.(2) 7.7.4.1.(1)
236.	CSA	B137.1-17	Polyethylene (PE) Pipe, Tubing, and Fittings for Cold-Water Pressure Services	7.2.5.5.(1) Table 7.2.11.2.
237.	CSA	B137.2-17	Polyvinylchloride (PVC) Injection-Moulded Gasketed Fittings for Pressure Applications	7.2.5.8.(1) 7.2.5.10.(1) Table 7.2.11.2.
238.	CSA	B137.3-17	Rigid Polyvinylchloride (PVC) Pipe and Fittings for Pressure Applications	7.2.5.8.(1) 7.2.5.10.(1) Table 7.2.11.2.
239.	CSA	B137.5-17	Crosslinked Polyethylene (PEX) Tubing Systems for Pressure Applications	7.2.5.7.(1) Table 7.2.11.2.
240.	CSA	B137.6-17	Chlorinated Polyvinylchloride (CPVC) Pipe, Tubing, and Fittings for Hot- and Cold-Water Distribution Systems	7.2.5.9.(1) Table 7.2.11.2.
241.	CSA	B137.9-17	Polyethylene/Aluminum/Polyethylene (PE-AL-PE) Composite Pressure-Pipe Systems	7.2.5.13.(1) Table 7.2.11.2.
242.	CSA	B137.10-17	Crosslinked Polyethylene/Aluminum/Crosslinked Polyethylene (PEX-AL-PEX) Composite Pressure-Pipe Systems	7.2.5.13.(4) 7.2.5.14.(1) Table 7.2.11.2.
243.	CSA	B137.11-17	Polypropylene (PP-R) Pipe and Fittings for Pressure Applications	7.2.5.15.(1)
244.	CSA	B158.1-1976	Cast Brass Solder Joint Drainage, Waste and Vent Fittings	7.2.10.1.(1)
245.	CSA	CAN/CSA-B181.1-15	Acrylonitrile-Butadiene-Styrene (ABS) Drain, Waste, and Vent Pipe and Pipe Fittings	7.2.5.10.(1) 7.2.5.11.(1) 7.2.5.12.(1) 7.2.5.12.(2) 7.2.10.1.(2) 7.4.6.4.(2)
246.	CSA	CAN/CSA-B181.2-15	Polyvinylchloride (PVC) and Chlorinated Polyvinylchloride (CPVC) Drain, Waste, and Vent Pipe and Pipe Fittings	7.2.5.10.(1) 7.2.5.11.(1) 7.2.5.12.(1) 7.2.5.12.(2) 7.2.10.1.(3) 7.4.6.4.(2)
247.	CSA	CAN/CSA-B181.3-15	Polyolefin and Polyvinylidene Fluoride (PVDF) Laboratory Drainage Systems	7.2.8.1.(1)
248.	CSA	CAN/CSA-B182.1-15	Plastic Drain and Sewer Pipe and Pipe Fittings	Table 5.10.1.1. 7.2.5.10.(1) 7.2.5.12.(2) 7.4.6.4.(2) 9.14.3.1.(1)
249.	CSA	CAN/CSA-B182.2-15	PSM Type Polyvinylchloride (PVC) Sewer Pipe and Fittings	7.2.5.10.(1) 7.2.5.12.(2)
250.	CSA	CAN/CSA-B182.4-15	Profile Polyvinylchloride (PVC) Sewer Pipe and Fittings	7.2.5.10.(1)
251.	CSA	CAN/CSA-B182.6-15	Profile Polyethylene (PE) Sewer Pipe and Fittings for Leak-Proof Sewer Applications	7.2.5.10.(1)
252.	CSA	CAN/CSA-B182.8-15	Profile Polyethylene (PE) Storm Sewer and Drainage Pipe and Fittings	7.2.5.10.(1)
253.	CSA	B214-16	Installation Code for Hydronic Heating Systems	6.2.1.4.(6)
254.	CSA	B242-05	Groove- and Shoulder-Type Mechanical Pipe Couplings	7.2.10.4.(1)
255.	CSA	B272-93	Prefabricated Self-Sealing Roof Vent Flashings	7.2.10.14.(2)
256.	CSA	B355-09	Lifts for Persons with Physical Disabilities	3.8.3.5.(1)
257.	CSA	CAN/CSA-B356-10	Water Pressure Reducing Valves for Domestic Water Supply Systems	7.2.10.12.(1)
258.	CSA	B365-17	Installation Code for Solid-Fuel-Burning Appliances and Equipment	6.2.1.4.(1) 6.2.1.4.(5) 9.21.1.3.(1) 9.22.10.2.(1) 9.33.1.2.(1)
259.	CSA	B366.1-11	Solid-Fuel-Fired Central Heating Appliances	6.2.1.4.(2)
260.	CSA	B415.1-10	Performance Testing of Solid-Fuel-Burning Heating Appliances	6.2.1.4.(7) 9.33.1.2.(2)
261.	CSA	B481.0-12	Material, Design, and Construction Requirements for Grease Interceptors	7.2.3.2.(4)
262.	CSA	B481.1-12	Testing and Rating of Grease Interceptors Using Lard	7.2.3.2.(3) 8.1.3.1.(8)
263.	CSA	B481.2-12	Testing and Rating of Grease Interceptors Using Oil	7.2.3.2.(3) 8.1.3.1.(8)
264.	CSA	B481.3-12	Sizing, Selection, Location, and Installation of Grease Interceptors	7.2.3.2.(4)
265.	CSA	B481.4-12	Maintenance of Grease Interceptors	8.9.3.3.(1)
266.	CSA	CAN/CSA-B483.1-07	Drinking Water Treatment Systems	7.2.10.17.(1)
267.	CSA	B602-16	Mechanical Couplings for Drain, Waste, and Vent Pipe and Sewer Pipe	7.2.5.3.(2) 7.2.10.4.(2)
268.	CSA	C22.2 No. 0.3-09	Test Methods for Electrical Wires and Cables	3.1.4.3.(1) 3.1.4.3.(2) 3.1.5.18.(1) 3.1.5.18.(2) 3.1.5.21.(1) 3.1.5.21.(2) 3.6.4.3.(1) 9.34.1.5.(1)
269.	CSA	C22.2 No. 113-10	Fans and Ventilators	9.32.3.9.(6)
270.	CSA	C22.2 No. 141-10	Emergency Lighting Equipment	3.2.7.4.(2) 3.4.5.1.(3) 9.9.11.3.(3) 9.9.12.3.(7)
271.	CSA	C22.2 No. 211.0-03	General Requirements and Methods of Testing for Nonmetallic Conduit	3.1.5.20.(1)
272.	CSA	CAN/CSA-C22.2 No. 262-04	Optical Fiber Cable and Communication Cable Raceway Systems	3.1.5.20.(1)
273.	CSA	CAN/CSA-C22.3 No. 1-10	Overhead Systems	3.1.19.1.(2)
274.	CSA	CAN/CSA-C88-M90	Power Transformers and Reactors	3.6.2.7.(10)
275.	CSA	CAN/CSA-C260-M90	Rating for the Performance of Residential Mechanical Ventilating Equipment	9.32.3.9.(1) 9.32.3.9.(2) Table 9.32.3.9.
276.	CSA	C282-15	Emergency Electrical Power Supply for Buildings	3.2.7.5.(1)
277.	CSA	CAN/CSA-C439-09	Rating the Performance of Heat/Energy-Recovery Ventilators	9.32.3.11.(2)
278.	CSA	CAN/CSA-C448.1-13	Design and Installation of Earth Energy Systems for Commercial and Institutional Buildings	6.2.1.4.(4)
279.	CSA	CAN/CSA-C448.2-13	Design and Installation of Earth Energy Systems for Residential and Other Small Buildings	6.2.1.4.(3)
280.	CSA	F280-12	Determining the Required Capacity of Residential Space Heating and Cooling Appliances	6.2.1.1.(1) 9.33.2.2.(3)
281.	CSA	CAN/CSA-F326-M91	Residential Mechanical Ventilation Systems	6.2.1.1.(1)
282.	CSA	CAN/CSA-F379.1-09	Packaged Solar Domestic Hot Water Systems (Liquid-to-Liquid Heat Transfer) for All-Season Use	7.2.10.13.(1) 7.6.2.5.(3) 7.6.2.5.(4)
283.	CSA	CAN/CSA-F383-08	Installation of Packaged Solar Domestic Hot Water Systems	7.6.1.13.(2)
284.	CSA	G30.18-09	Carbon Steel Bars for Concrete Reinforcement	9.3.1.1.(4) 9.39.1.3.(1)
285.	CSA	G40.21-13	Structural Quality Steel	4.2.3.8.(1) Table 5.10.1.1. 9.23.4.3.(2)
286.	CSA	CAN/CSA-G164-M92	Hot Dip Galvanizing of Irregularly Shaped Articles	4.4.4.1.(4)
287.	CSA	CAN/CSA-G401-14	Corrugated Steel Pipe Products	Table 5.10.1.1. 7.2.6.8.(1) 9.14.3.1.(1)
288.	CSA	CAN/CSA-O80 Series-08	Wood Preservation	3.1.4.5.(1) 4.2.3.2.(1) 4.2.3.2.(2) Table 5.10.1.1.
289.	CSA	CAN/CSA-O80.1-08	Specification of Treated Wood	9.3.2.9.(6)
290.	CSA	CAN/CSA-O80.2-08	Processing and Treatment	4.2.3.2.(1)
291.	CSA	CAN/CSA-O80.3-08	Preservative Formulations	4.2.3.2.(1)
292.	CSA	O80.15-97	Preservative Treatment of Wood for Building Foundation Systems, Basements, and Crawl Spaces by Pressure Processes	4.2.3.2.(1)
293.	CSA	O86-14	Engineering Design in Wood	Table 4.1.8.9. 4.3.1.1.(1)
294.	CSA	O118.1-08	Western Red Cedar Shakes and Shingles	Table 5.10.1.1. 9.27.7.1.(1) Table 9.26.2.1.B.
295.	CSA	O118.2-08	Eastern White Cedar Shingles	Table 5.10.1.1. 9.27.7.1.(1) Table 9.26.2.1.B.
296.	CSA	O121-08	Douglas Fir Plywood	Table 5.10.1.1. 9.23.14.2.(1) 9.23.15.2.(1) Table 9.23.16.2.A. 9.27.8.1.(1) 9.30.2.2.(1) Table A-13 Table A-14 Table A-15
297.	CSA	CAN/CSA-O122-16	Structural Glued-Laminated Timber	Table A-11 Table A-16
298.	CSA	CAN/CSA-O132.2 Series-90	Wood Flush Doors	9.7.4.3.(4)
299.	CSA	O141-05	Softwood Lumber	Table 5.10.1.1. 9.3.2.6.(1)
300.	CSA	O151-09	Canadian Softwood Plywood	Table 5.10.1.1. 9.23.14.2.(1) 9.23.15.2.(1) Table 9.23.16.2.A. 9.27.8.1.(1) 9.30.2.2.(1) Table A-13 Table A-14 Table A-15
301.	CSA	O153-13	Poplar Plywood	Table 5.10.1.1. 9.23.14.2.(1) 9.23.15.2.(1) Table 9.23.16.2.A. 9.27.8.1.(1) 9.30.2.2.(1)
302.	CSA	O177-06	Qualification Code for Manufacturers of Structural Glued-Laminated Timber	4.3.1.2.(1) Table A-11 Table A-16
303.	CSA	O325-07	Construction Sheathing	Table 5.10.1.1. 9.23.14.2.(1) 9.23.14.4.(2) Table 9.23.14.5.B. 9.23.15.2.(1) 9.23.15.3.(2) Table 9.23.15.7.B. Table 9.23.16.2.B. 9.29.9.1.(2) 9.29.9.2.(5) Table A-13 Table A-14 Table A-15
304.	CSA	O437.0-93	OSB and Waferboard	Table 5.10.1.1. 9.23.14.2.(1) 9.23.14.4.(2) 9.23.15.2.(1) 9.23.15.3.(2) Table 9.23.16.2.A. 9.27.10.1.(1) 9.29.9.1.(2) 9.30.2.2.(1) Table A-13 Table A-14 Table A-15
305.	CSA	S16-14	Design of Steel Structures	Table 4.1.8.9. 4.3.4.1.(1)
306.	CSA	S37-13	Antennas, Towers, and Antenna-Supporting Structures	4.1.6.15.(1) 4.1.7.11.(1)
307.	CSA	S136-16	North American Specification for the Design of Cold-Formed Steel Structural Members (using the Appendix B provisions applicable to Canada)	4.1.8.1.(5) Table 4.1.8.9. 4.3.4.2.(1)
308.	CSA	CAN/CSA-S157-05 / S157.1-05	Strength Design in Aluminum / Commentary on CSA S157-05, Strength Design in Aluminum	4.3.5.1.(1)
309.	CSA	S304-14	Design of Masonry Structures	Table 4.1.8.9. 4.3.2.1.(1)
310.	CSA	S307-M	Load Test Procedure for Wood Trusses for Houses and Small Buildings	9.23.13.11.(5)
311.	CSA	S367-12	Air-, Cable-, and Frame-Supported Membrane Structures	4.4.1.1.(1)
312.	CSA	S406-16	Permanent Wood Foundations for Housing and Small Buildings	9.13.2.7.(1) 9.15.2.4.(1) 9.16.5.1.(1)
313.	CSA	S413-14	Parking Structures	4.4.2.1.(1)
314.	CSA	S478-95	Guideline on Durability in Buildings	5.1.4.2.(3)
315.	CSA	Z32-09	Electrical Safety and Essential Electrical Systems in Health Care Facilities	3.2.7.3.(4) 3.2.7.6.(1) 3.7.5.1.(1)
316.	CSA	CAN/CSA-Z91-02	Health and Safety Code for Suspended Equipment Operations	4.4.4.1.(1)
317.	CSA	Z240 MH Series-09	Manufactured Homes	3.1.1.1.(2) of Division C 3.2.4.1.(3) of Division C
318.	CSA	Z240.2.1-09	Structural Requirements for Manufactured Homes	9.1.1.9.(1) 9.12.2.2.(6) 9.15.1.3.(1)
319.	CSA	Z240.10.1-16	Site Preparation, Foundation, and Installation of Buildings	9.15.1.3.(1) 9.23.6.3.(1)
320.	CSA	CAN/CSA-Z241 Series-03	Park Model Trailers	9.38.1.1.(1) 9.38.2.1.(1) 3.1.1.1.(2) of Division C 3.2.4.1.(3) of Division C
321.	CSA	CAN/CSA-Z317.2-10	Special Requirements for Heating, Ventilation, and Air Conditioning (HVAC) Systems in Health Care Facilities	6.2.1.1.(1) 6.2.3.14.(1)
322.	CSA	CAN/CSA-Z662-15	Oil and Gas Pipeline Systems	3.2.3.21.(1)
323.	CSA	Z7396.1-12	Medical Gas Piping Systems - Part 1: Pipelines for Medical Gases, Medical Vacuum, Medical Support Gases, and Anaesthetic Gas Scavenging Systems	3.7.5.2.(1)
324.	CSA / IAPMO	CSA B45.5-11 / IAPMO Z124-2011	Plastic Plumbing Fixtures	7.2.2.2.(6)
325.	CWC	2014	Engineering Guide for Wood Frame Construction	9.4.1.1.(1)
326.	DBR	Technical Paper No. 194, May 1965	Fire Endurance of Protected Steel Columns and Beams	Table 11.5.1.1.A. Table 11.5.1.1.B. Table 11.5.1.1.C. Table 11.5.1.1.D/E. Table 11.5.1.1.F.
327.	DBR	Technical Paper No. 207, October 1965	Fire Endurance of Unit Masonry Walls	Table 11.5.1.1.A. Table 11.5.1.1.B. Table 11.5.1.1.C. Table 11.5.1.1.D/E. Table 11.5.1.1.F.
328.	DBR	Technical Paper No. 222, June 1966	Fire Endurance of Light-Framed and Miscellaneous Assemblies	Table 11.5.1.1.A. Table 11.5.1.1.B. Table 11.5.1.1.C. Table 11.5.1.1.D/E. Table 11.5.1.1.F.
329.	EPA	625/R-92/016 (1994)	Radon Prevention in the Design and Construction of Schools and Other Large Buildings	6.2.1.1.(1)
330.	FINA	2009	Rules and Regulations - FINA Facilities Rules 2009-2013 - FR5 Diving Facilities	3.11.4.1.(17)
331.	HI	2005	Hydronics Institute Manuals	6.2.1.1.(1)
332.	HPVA	ANSI/HPVA HP-1-2009	Hardwood and Decorative Plywood	Table 5.10.1.1. 9.27.8.1.(1) 9.30.2.2.(1)
333.	HRAI	2005	Digest	6.2.1.1.(1) 6.2.3.5.(1) 6.2.4.3.(13)
334.	HUD	Rehabilitation Guidelines 2000	Guideline on Fire Ratings of Archaic Materials and Assemblies	Table 11.5.1.1.A. Table 11.5.1.1.B. Table 11.5.1.1.C. Table 11.5.1.1.D/E. Table 11.5.1.1.F.
335.	HVI	HVI 915-2013	Loudness Testing and Rating Procedure	9.32.3.9.(2) Table 9.32.3.9.
336.	HVI	HVI 916-2013	Airflow Test Procedure	9.32.3.9.(1)
337.	IAPMO	PS 63-2014	Plastic Leaching Chambers	8.7.2.3.(3)
338.	ISO	3864-1: 2011	Graphical Symbols - Safety Colours and Safety Signs - Part 1: Design Principles for Safety Signs and Safety Markings	3.4.5.1.(2) 9.9.11.3.(2)
339.	ISO	7010: 2011	Graphical Symbols - Safety Colours and Safety Signs - Registered Safety Signs	3.4.5.1.(2) 9.9.11.3.(2)
340.	ISO	8201: 1987(E)	Acoustics - Audible Emergency Evacuation Signal	3.2.4.20.(2)
341.	ISO	10848:2006	Acoustics - Laboratory Measurement of the Flanking Transmission of Airborne and Impact Sound Between Adjoining Rooms	5.8.1.4.(3) 5.8.1.4.(4) 5.8.1.5.(3) 5.8.1.5.(4)
342.	ISO	15712-1:2005	Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms	5.8.1.4.(2) 5.8.1.4.(3) 5.8.1.4.(5) 5.8.1.4.(6) 5.8.1.4.(7) 5.8.1.5.(2) 5.8.1.5.(3) 5.8.1.4.(6) 5.8.1.4.(7)
343.	ISO	23599: 2012	Assistive Products for Blind and Vision-Impaired Persons - Tactile Walking Surface Indicators	3.8.3.18.(1)
344.	MMAH	Supplementary Standard SA-1, January 15, 2019	Objectives and Functional Statements Attributed to the Acceptable Solutions	1.2.1.1.(1) of Division A 1.2.1.1.(2) of Division A
345.	MMAH	Supplementary Standard SB-1, January 15, 2019	Climatic and Seismic Data	1.1.2.1.(1) 1.1.2.1.(2) 3.2.6.2.(2) 3.3.1.7.(1) 5.2.1.1.(1) 5.2.1.1.(2) 6.2.1.1.(1) 6.2.1.7.(1) 7.4.10.4.(1) 9.4.1.1.(3) 9.4.2.2.(1) Tables 9.6.1.3.A. to 9.6.1.3.G. Table 9.25.5.2. Table 9.32.3.10.A. 9.33.3.2.(1)
346.	MMAH	Supplementary Standard SB-2, January 15, 2019	Fire Performance Ratings	3.1.5.23.(1) 3.1.7.1.(2) 3.1.8.14.(2) 3.1.9.5.(1) 3.1.12.1.(3) 3.2.3.12.(1) 3.2.3.13.(4) 3.13.2.1.(8) 3.13.3.5.(1) 3.13.3.6.(2) 3.13.4.2.(7) 9.10.3.1.(1) 9.10.3.2.(1) 9.10.5.1.(4) 9.10.9.9.(1)
347.	MMAH	Supplementary Standard SB-3, January 15, 2019	Fire and Sound Resistance of Building Assemblies	5.8.1.3.(1) 5.8.1.3.(2) 9.10.3.1.(1) 9.10.5.1.(4) 9.11.1.3.(1) 9.11.1.3.(2) Table 9.11.1.4. 9.29.5.9.(5)
348.	MMAH	Supplementary Standard SB-4, January 15, 2019	Measures for Fire Safety in High Buildings	3.2.6.2.(1) 3.2.6.2.(6) 3.2.6.5.(3) 3.2.6.9.(1) Table 11.5.1.1.C. Table 11.5.1.1.D/E. Table 11.5.1.1.F.
349.	MMAH	Supplementary Standard SB-6, September 14, 2012	Percolation Time and Soil Descriptions	8.2.1.2.(2)
350.	MMAH	Supplementary Standard SB-7, September 14, 2012	Guards for Housing and Small Buildings	9.8.8.2.(5)
351.	MMAH	Supplementary Standard SB-8, September 14, 2012	Design, Construction and Installation of Anchorage Systems for Fixed Access Ladders	3.6.1.5.(1)
352.	MMAH	Supplementary Standard SB-9, September 14, 2012	Requirements for Soil Gas Control	9.13.4.1.(1) 9.13.4.2.(3) 9.13.4.2.(4)
353.	MMA	Supplementary Standard SB-10, December 22, 2016	Energy Efficiency Requirements	Table 9.7.3.3. 12.2.1.1.(2) 12.2.1.2.(2) 12.2.2.1.(1) 12.2.3.1.(1)
354.	MMAH	Supplementary Standard SB-11, September 14, 2012	Construction of Farm Buildings	1.3.1.2.(4) of Division A
355.	MMA	Supplementary Standard SB-12, July 7, 2016	Energy Efficiency for Housing	Table 9.7.3.3. Table 11.5.1.1.C. 12.2.1.1.(3) 12.2.1.2.(3)
356.	MMAH	Supplementary Standard SB-13, September 14, 2012	Glass in Guards	3.1.20.1.(1)
357.	MMAH	Supplementary Standard SC-1, September 14, 2012	Code of Conduct for Registered Code Agencies	3.7.4.1.(2) of Division C
358.	MOE	PIBS 6879 2008	Design Guidelines for Sewage Works	7.1.5.5.(2)
359.	MOE	PIBS 6881e 2008	Design Guidelines for Drinking-Water Systems	7.1.5.5.(1)
360.	NFPA	2017 Publication	National Fire Codes	6.2.1.1.(1)
361.	NFPA	13-2013	Installation of Sprinkler Systems	3.1.9.1.(4) 3.2.4.9.(2) 3.2.4.17.(1) 3.2.5.13.(1) 3.2.8.4.(7) 3.3.2.12.(3) 3.16.1.1.(3) 3.16.1.1.(4) 3.16.1.6.(2) 3.16.1.6.(8) 3.16.1.7.(2) 3.16.2.1.(1) 3.16.2.2.(1) 3.16.3.1.(1) 9.10.9.6.(11)
362.	NFPA	13D-2016	Installation of Sprinkler Systems in One- and Two-Family Dwellings and Manufactured Homes	3.2.5.13.(3)
363.	NFPA	13R-2013	Installation of Sprinkler Systems in Low-Rise Residential Occupancies	3.2.5.13.(2)
364.	NFPA	14-2013	Installation of Standpipe and Hose Systems	3.2.9.2.(1)
365.	NFPA	20-2016	Installation of Stationary Pumps for Fire Protection	3.2.4.10.(4) 3.2.5.19.(1)
366.	NFPA	24-2013	Installation of Private Fire Service Mains and Their Appurtenances	7.2.11.1.(1)
367.	NFPA	68-2013	Explosion Protection by Deflagration Venting	3.3.6.3.(1) 3.3.6.4.(2) 3.3.6.4.(4)
368.	NFPA	72-2016	National Fire Alarm and Signaling Code	3.2.4.22.(13) 9.10.19.1.(2) 9.10.19.3.(4)
369.	NFPA	80-2013	Fire Doors and Other Opening Protectives	3.1.8.5.(2) 3.1.8.10.(2) 3.1.8.14.(1) 3.1.9.1.(5) 3.13.3.1.(2) 9.10.9.6.(13) 9.10.13.1.(1)
370.	NFPA	82-2014	Incinerators and Waste and Linen Handling Systems and Equipment	6.2.6.1.(1) 9.10.10.5.(2)
371.	NFPA	91-2010	Exhaust Systems for Air Conveying of Vapors, Gases, Mists, and Noncombustible Particulate Solids	6.2.13.4.(1)
372.	NFPA	96-2014	Ventilation Control and Fire Protection of Commercial Cooking Operations	3.2.4.9.(2) 3.6.3.5.(1) 6.2.2.6.(1)
373.	NFPA	105-2013	Smoke Door Assemblies and other Opening Protectives	3.1.8.5.(3) 3.1.8.5.(6)
374.	NFPA	130-2010	Fixed Guideway Transit and Passenger Rail Systems	3.13.7.1.(1)
375.	NFPA	211-2016	Chimneys, Fireplaces, Vents, and Solid Fuel-Burning Appliances	6.3.1.2.(2) 6.3.1.3.(1)
376.	NFPA	214-2011	Water-Cooling Towers	6.2.3.14.(5) 6.2.3.14A.(4)
377.	NFPA	701-2010	Fire Tests for Flame Propagation of Textiles and Films	3.14.1.6.(1) 3.14.2.5.(1)
378.	NFRC	100-2014	Determining Fenestration Product U-Factors	12.3.1.2.(1)
379.	NFRC	200-2014	Determining Fenestration Product Solar Heat Gain Coefficient and Visible Transmittance at Normal Incidence	12.3.1.2.(1)
380.	NLGA	2014	Standard Grading Rules for Canadian Lumber	1.4.1.2.(1) of Division A 9.3.2.1.(1) Table 9.3.2.1. Tables A-1 to A-10
381.	NRCan	January 2005, including all amendments, revisions and supplements effective to May 31, 2006	EnerGuide for New Houses: Administrative and Technical Procedures	12.2.1.1.(3)
382.	NSF	NSF/ANSI 46-2010	Evaluation of Components and Devices Used in Wastewater Treatment Systems	8.6.2.1.(2)
383.	NSF	NSF/ANSI 61-2013	Drinking Water System Components - Health Effects	7.2.10.7.(1)
384.	SMACNA	ANSI/SMACNA 006-2006	HVAC Duct Construction Standards - Metal and Flexible	6.2.4.2.(3) 6.2.4.3.(11) 6.2.4.3.(12)
385.	SPRI	ANSI/GRHC/SPRI VR-1-2011	Procedure for Investigating Resistance to Root Penetration on Vegetative Roofs	5.6.1.2.(4)
386.	TPIC	2014	Truss Design Procedures and Specifications for Light Metal Plate Connected Wood Trusses	9.23.13.11.(6)
387.	UL	ANSI/UL 300-2005	Fire Extinguishing Systems for Protection of Commercial Cooking Equipment	6.2.2.6.(2)
388.	UL	ANSI/UL-1784-04	Air Leakage Tests of Door Assemblies and Other Opening Protectives	3.1.8.4.(4)
389.	UL	UL 2034-2008	Single and Multiple Station Carbon Monoxide Alarms	6.2.12.3.(1) 9.33.4.3.(1)
390.	ULC	CAN/ULC-S101-14	Fire Endurance Tests of Building Construction and Materials	3.1.5.5A.(2) 3.1.5.12.(5) 3.1.5.12.(6) 3.1.5.12A.(3) 3.1.5.12A.(4) 3.1.7.1.(1) 3.1.11.7.(1) 3.2.3.8.(1) 3.2.6.5.(6) 9.10.16.3.(1)
391.	ULC	CAN/ULC-S102-10	Test for Surface Burning Characteristics of Building Materials and Assemblies	3.1.5.25.(1) 3.1.12.1.(1) Table 5.10.1.1. Table 9.23.16.2.A.
392.	ULC	CAN/ULC-S102.2-10	Test for Surface Burning Characteristics of Flooring, Floor Coverings, and Miscellaneous Materials and Assemblies	3.1.12.1.(2) 3.1.13.4.(1)
393.	ULC	CAN/ULC-S102.3-07	Fire Test of Light Diffusers and Lenses	3.1.13.4.(1)
394.	ULC	CAN/ULC-S102.4-10	Test for Fire and Smoke Characteristics of Electrical Wiring, Cables and Non-Metallic Raceways	3.6.4.3.(1)
395.	ULC	CAN/ULC-S104-15	Fire Tests of Door Assemblies	3.1.8.4.(1) 3.2.6.5.(3)
396.	ULC	CAN/ULC-S105-16	Fire Door Frames Meeting the Performance Required by CAN/ULC-S104	9.10.13.6.(1)
397.	ULC	CAN/ULC-S106-15	Fire Tests of Window and Glass Block Assemblies	3.1.8.4.(1)
398.	ULC	CAN/ULC-S107-10	Fire Tests of Roof Coverings	3.1.15.1.(1)
399.	ULC	CAN/ULC-S109-14	Flame Tests of Flame-Resistant Fabrics and Films	3.1.16.1.(1) 3.14.1.6.(1) 3.14.2.5.(1) 6.2.3.16.(1) 6.2.3.17.(1) 6.2.4.9.(1)
400.	ULC	CAN/ULC-S110-13	Test for Air Ducts	6.2.3.2.(2) 6.2.3.2.(4)
401.	ULC	CAN/ULC-S111-13	Fire Tests for Air Filter Units	6.2.3.13.(1) 6.2.4.14.(1)
402.	ULC	CAN/ULC-S112-10	Fire Test of Fire Damper Assemblies	3.1.8.4.(1)
403.	ULC	CAN/ULC-S112.1-10	Leakage Rated Dampers for Use in Smoke Control Systems	3.1.8.4.(3) 6.2.3.9.(3)
404.	ULC	CAN/ULC-S112.2-07	Fire Test of Ceiling Firestop Flap Assemblies	3.1.9.5.(2) 3.6.4.3.(2) 9.10.13.14.(1)
405.	ULC	CAN/ULC-S113-16	Wood Core Doors Meeting the Performance Required by CAN/ULC-S104 for Twenty Minute Fire Rated Closure Assemblies	9.10.13.2.(1)
406.	ULC	CAN/ULC-S114-05	Test for Determination of Non-Combustibility in Building Materials	1.4.1.2.(1) of Division A
407.	ULC	CAN/ULC-S115-11	Fire Tests of Firestop Systems	3.1.5.16.(3) 3.1.9.1.(1) 3.1.9.1.(2) 3.1.9.1.(3) 3.1.9.3A.(1) 3.1.9.4.(3) 3.1.9.4.(7) 9.10.9.6.(2) 9.10.9.7.(3)
408.	ULC	CAN/ULC-S124-06	Test for the Evaluation of Protective Coverings for Foamed Plastic	3.1.5.12A.(2)
409.	ULC	CAN/ULC-S126-14	Test for Fire Spread Under Roof-Deck Assemblies	3.1.14.1.(1) 3.1.14.2.(1)
410.	ULC	CAN/ULC-S134-13	Fire Test of Exterior Wall Assemblies	3.1.5.5.(1) 3.2.3.7.(3) 3.2.3.7.(6)
411.	ULC	S135-04	Test Method for the Determination of Combustibility Parameters of Building Materials Using an Oxygen Consumption Calorimeter (Cone Calorimeter)	3.1.5.1.(2)
412.	ULC	CAN/ULC-S138-06	Test for Fire Growth of Insulated Building Panels in a Full-Scale Room Configuration	3.1.5.5A.(1) 3.1.5.5A.(3)
413.	ULC	CAN/ULC-S139-12	Fire Test for Evaluation of Integrity of Electrical Power, Data and Optical Fibre Cables	3.2.7.10.(2) 3.2.7.10.(3)
414.	ULC	CAN/ULC-S143-14	Fire Tests for Non-Metallic Electrical and Optical Fibre Cable Raceway Systems	3.1.5.20.(1)
415.	ULC	CAN/ULC-S144-12	Fire Resistance Test - Grease Duct Assemblies	3.6.3.5.(2)
416.	ULC	S505-1974	Fusible Links for Fire Protection Service	3.1.8.9.(1)
417.	ULC	S513-1978	Threaded Couplings for 38 mm and 65 mm Fire Hose	3.2.9.2.(7)
418.	ULC	CAN/ULC-S524-14	Installation of Fire Alarm Systems	3.1.8.9A.(3) 3.1.8.12.(3) 3.2.4.5.(1) 3.2.4.22.(6) 3.2.4.22.(11) 9.10.19.4.(3) 9.10.19.6.(2)
419.	ULC	CAN/ULC-S531-14	Smoke Alarms	3.2.4.22.(1) 9.10.19.1.(1)
420.	ULC	CAN/ULC-S537-13	Verification of Fire Alarm Systems	3.2.4.5.(2) 3.2.4.22.(6)
421.	ULC	CAN/ULC-S540-13	Residential Fire and Life Safety Warning Systems: Installation, Inspection, Testing and Maintenance	3.2.4.22A.(1) 9.10.19.8.(1)
422.	ULC	CAN/ULC-S543-09	Internal Lug Quick Connect Couplings for Fire Hose	3.2.9.2.(7)
423.	ULC	CAN/ULC-S553-14	Installation of Smoke Alarms	3.2.4.22.(9) 9.10.19.3.(3)
424.	ULC	CAN/ULC-S561-13	Installation and Services for Fire Signal Receiving Centres and Systems	3.2.4.8.(4) 3.13.5.4.(1)
425.	ULC	CAN/ULC-S572-17	Photoluminescent and Self-Luminous Exit Signs and Path Marking Systems	3.4.5.1.(5) 9.9.11.3.(3)
426.	ULC	CAN/ULC-S610-M87	Factory-Built Fireplaces	9.22.8.1.(1)
427.	ULC	S628-93	Fireplace Inserts	9.22.10.1.(1)
428.	ULC	CAN/ULC-S629-16	650ºC Factory-Built Chimneys	9.21.1.2.(1)
429.	ULC	CAN/ULC-S639-M87	Steel Liner Assemblies for Solid-Fuel Burning Masonry Fireplaces	9.22.2.3.(1)
430.	ULC	CAN/ULC-S701.1-17	Thermal Insulation, Polystyrene Boards	Table 5.10.1.1. 9.15.4.1.(1) Table 9.23.16.2.A. 9.25.2.2.(1) 9.25.2.2.(4)
431.	ULC	CAN/ULC-S702-14	Mineral Fibre Thermal Insulation for Buildings	Table 5.10.1.1. Table 9.23.16.2.A. 9.25.2.2.(1)
432.	ULC	CAN/ULC-S703-09	Cellulose Fibre Insulation for Buildings	Table 5.10.1.1. 9.25.2.2.(1)
433.	ULC	CAN/ULC-S704-11	Thermal Insulation, Polyurethane and Polyisocyanurate, Boards, Faced	Table 5.10.1.1. Table 9.23.16.2.A. 9.25.2.2.(1)
434.	ULC	CAN/ULC-S705.1-15	Thermal Insulation - Spray Applied Rigid Polyurethane Foam, Medium Density - Material - Specification	Table 5.10.1.1. 9.25.2.2.(1)
435.	ULC	CAN/ULC-S705.2-05	Thermal Insulation - Spray Applied Rigid Polyurethane Foam, Medium Density - Application	Table 5.10.1.1. 9.25.2.5.(1)
436.	ULC	CAN/ULC-S706.1-16	Wood Fibre Insulating Boards for Buildings	Table 5.10.1.1. 9.23.15.7.(3) Table 9.23.16.2.A. 9.25.2.2.(1) 9.29.8.1.(1)
437.	ULC	CAN/ULC-S710.1-11	Thermal Insulation - Bead-Applied One Component Polyurethane Air Sealant Foam, Part 1: Material Specification	Table 5.10.1.1.
438.	ULC	CAN/ULC-S711.1-11	Thermal Insulation - Bead-Applied Two Component Polyurethane Air Sealant Foam, Part 1: Material Specification	Table 5.10.1.1.
439.	ULC	CAN/ULC-S716.1-12	Exterior Insulation and Finish Systems (EIFS) - Materials and Systems	5.10.3.1.(1) 9.27.13.1.(1) 9.27.13.2.(1)
440.	ULC	CAN/ULC-S716.2-12	Exterior Insulation and Finish Systems (EIFS) - Installation of EIFS Components and Water Resistive Barrier	9.27.13.3.(2)
441.	ULC	CAN/ULC-S716.3-12	Exterior Insulation and Finish Systems (EIFS) - Design Application	9.27.13.3.(1)
442.	ULC	CAN/ULC-S741-08	Air Barrier Materials - Specification	5.4.1.2.(1)
443.	ULC	CAN/ULC-S1001-11	Integrated Systems Testing of Fire Protection and Life Safety Systems	3.2.10.1.(1) 9.10.18.10.(1)
444.	ULC	ULC/ORD-C199P-2002	Combustible Piping for Sprinkler Systems	3.2.5.14.(2) 3.2.5.14.(5)
445.	ULC	ULC/ORD-C263.1-99	Sprinkler-Protected Window Systems	3.1.8.18.(1)
446.	ULC	ULC/ORD-C1254.6-1995	Fire Testing of Restaurant Cooking Area Fire Extinguishing System Units	6.2.2.6.(2)
447.	USDA	October 1993	Soil Survey Manual	8.2.1.2.(2)
448.	WT	October 20, 2016	Port Lands Flood Protection and Enabling Infrastructure Due Diligence Report	1.3.3.6.(4) of Division C

Notes to Table 1.3.1.2.:

⁽¹⁾ Some titles have been abridged to omit superfluous wording.

5. (1) Sentence 3.1.4.2.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Except as permitted in Sentence (3), foamed plastics that form part of a wall or ceiling assembly in combustible construction shall be protected from adjacent spaces in the building, other than adjacent concealed spaces within attic or roof spaces, crawl spaces, and wall and ceiling assemblies, by any of the following:

(a) one of the interior finishes described in Subsections 9.29.4. to 9.29.9.,

(b) provided the building does not contain a Group A, Group B or Group C major occupancy, sheet metal that,

(i) is mechanically fastened to the supporting assembly independent of the insulation,

(ii) is not less than 0.38 mm thick, and

(iii) has a melting point not less than 650°C, or

(2) Article 3.1.4.2. of Division B of the Regulation is amended by adding the following Sentences:

(3) A walk-in cooler or freezer consisting of factory-assembled wall, floor or ceiling panels containing foamed plastics is permitted to be used in a building permitted to be of combustible construction, provided the panels,

(a) are protected on both sides by sheet metal not less than 0.38 mm thick having a melting point not less than 650°C,

(b) do not contain an air space, and

(c) when a sample panel with an assembled joint typical of field installation is subjected to the applicable test described in Subsection 3.1.12., have a flame-spread rating not more than that permitted for the space in which they are located, the space that they bound, or the walls of the building to which the cooler or freezer is attached, as applicable.

(4) The flame-spread rating of doors containing foamed plastics shall comply with Sentences 3.1.13.2.(1) to (3).

6. Clause 3.1.4.5.(1)(a) of Division B of the Regulation is amended by striking out “CAN/CSA-O80 Series-M” and substituting “CAN/CSA-O80 Series”.

7. Sentence 3.1.4.7.(6) of Division B of the Regulation is amended by striking out “tongued and grooved phenolic-bonded plywood” in the portion before Clause (a) and substituting “tongued and grooved phenolic-bonded plywood, strandboard or waferboard”.

8. Sentence 3.1.5.1.(2) of Division B of the Regulation is amended by striking out “CAN/ULC-S135” in the portion before Clause (a) and substituting “ULC S135”.

9. Clause 3.1.5.2.(1)(b) of Division B of the Regulation is amended by striking out “mastics” at the beginning and substituting “self-adhesive tapes, mastics”.

10. Clause 3.1.5.4.(5)(a) of Division B of the Regulation is revoked and the following substituted:

(a) each window in an exterior wall face is an individual unit separated by a wall of noncombustible construction from every other opening in the exterior wall,

11. Article 3.1.5.5. of Division B of the Regulation is revoked and the following substituted:

3.1.5.5. Combustible Components for Exterior Walls

(1) Except as provided in Sentences (2) and (4), combustible components are permitted to be used for an exterior non-loadbearing wall assembly in a building required to be of noncombustible construction, provided that,

(a) the building is,

(i) not more than 3 storeys in building height, or

(ii) not more than 6 storeys in building height if sprinklered,

(b) when tested in accordance with CAN/ULC-S134, "Fire Test of Exterior Wall Assemblies", the wall assembly satisfies the following criteria for testing and conditions of acceptance:

(i) flaming on or in the wall assembly does not spread more than 5 m above the opening, and

(ii) the heat flux during the flame exposure on the wall assembly is not more than 35 kW/m² measured at 3.5 m above the opening, and

(2) Except as permitted by Articles 3.2.3.10. and 3.2.3.11., where the limiting distance in Tables 3.2.3.1.B. to 3.2.3.1.E. permits an area of unprotected openings of not more than 10% of the exposing building face, the construction requirements of Table 3.2.3.7. shall be met.

(3) A wall assembly permitted by Sentence (1) that includes combustible cladding of fire-retardant treated wood shall be tested for fire exposure after the cladding has been subjected to an accelerated weathering test as specified in ASTM D2898, “Accelerated Weathering of Fire-Retardant-Treated Wood for Fire Testing”.

(4) The requirements of this Article do not apply where foamed plastic insulation is used in an exterior wall assembly of a building and the insulation is protected in conformance with Sentences 3.2.3.8.(1) and (2).

3.1.5.5A. Factory-Assembled Panels

(1) Except as permitted in Sentence (2), factory-assembled wall and ceiling panels containing foamed plastic insulation with a flame-spread rating not more than 500 are permitted to be used in a building required to be of noncombustible construction, provided that,

(a) the building,

(i) is sprinklered,

(ii) is not more than 18 m high, measured from grade to the underside of the roof, and

(iii) does not contain a Group A, Group B or Group C major occupancy, and

(b) the panels,

(i) do not contain an air space,

(ii) when tested in accordance with CAN/ULC-S138, “Test for Fire Growth of Insulated Building Panels in a Full-Scale Room Configuration”, meet the criteria set out in that document, and

(iii) when a sample panel with an assembled joint typical of field installation is subjected to the applicable test described in Subsection 3.1.12., have a flame-spread rating not more than that permitted for the room or space that they bound.

(2) Factory-assembled exterior wall panels containing thermosetting foamed plastic insulation are permitted to be used in a building required to be of noncombustible construction, provided that,

(a) the building,

(i) is not more than 18 m high, measured from grade to the underside of the roof, and

(ii) does not contain a Group B or Group C major occupancy, and

(b) the wall panels,

(i) do not contain an air space,

(ii) are protected on both sides by sheet steel not less than 0.38 mm thick,

(iii) remain in place for not less than 10 min when tested in accordance with CAN/ULC-S101, “Fire Endurance Tests of Building Construction and Materials”, where the exposed surface includes typical vertical and horizontal joints, and

(3) A walk-in cooler or freezer consisting of factory-assembled wall, floor or ceiling panels containing foamed plastic insulation with a flame-spread rating not more than 500 is permitted to be used in a building required to be of noncombustible construction, provided that,

(a) the building is sprinklered,

(b) the panels,

(i) are protected on both sides by sheet metal not less than 0.38 mm thick with a melting point not less than 650°C,

(ii) do not contain an air space,

(iii) when tested in accordance with CAN/ULC-S138, “Test for Fire Growth of Insulated Building Panels in a Full-Scale Room Configuration”, meet the criteria set out in that document, and

(iv) when a sample panel with an assembled joint typical of field installation is subjected to the applicable test described in Subsection 3.1.12., have a flame-spread rating not more than that permitted for the space in which they are located, the space that they bound, or the walls of the building to which the cooler or freezer is attached, as applicable.

12. Article 3.1.5.10. of Division B of the Regulation is revoked and the following substituted:

3.1.5.10. Combustible Interior Finish

(1) Except as provided in Sentences (2) and (3), combustible interior wall and ceiling finishes described in Clause 3.1.13.1.(1)(b) that are not more than 1 mm thick are permitted in a building required to be of noncombustible construction.

(2) Combustible interior wall finishes, other than foamed plastics, that are not more than 25 mm thick are permitted in a building required to be of noncombustible construction, provided they have a flame-spread rating not more than 150 on any exposed surface or any surface that would be exposed by cutting through the material in any direction.

(3) Except as provided in Sentence (4), combustible interior ceiling finishes, other than foamed plastics, that are not more than 25 mm thick are permitted in a building required to be of noncombustible construction, provided that,

(a) they have a flame-spread rating not more than 25 on any exposed surface or on any surface that would be exposed by cutting through the material in any direction, and

(b) not more than 10% of the ceiling area within each fire compartment where such finishes are installed has a flame-spread rating not more than 150.

(4) Combustible interior ceiling finishes made of fire-retardant treated wood are permitted in a building required to be of noncombustible construction, provided they are not more than 25 mm thick or are exposed fire-retardant treated wood battens.

13. Article 3.1.5.12. of Division B of the Regulation is revoked and the following substituted:

3.1.5.12. Combustible Insulation

(1) Foamed plastic insulation shall conform to Article 3.1.5.12A.

(2) Combustible insulation with a flame-spread rating not more than 25 on any exposed surface, or any surface that would be exposed by cutting through the material in any direction, is permitted in a building required to be of noncombustible construction.

(3) Combustible insulation is permitted to be installed above roof decks, outside of foundation walls below ground level and beneath concrete slabs-on-ground of buildings required to be of noncombustible construction.

(4) Except as provided in Sentences (5) and (6), combustible insulation with a flame-spread rating more than 25 but not more than 500 on any exposed surface, or any surface that would be exposed by cutting through the material in any direction, is permitted in a building required to be of noncombustible construction, provided the insulation is protected from adjacent space in the building, other than adjacent concealed spaces within wall assemblies, by a thermal barrier consisting of,

(a) not less than 12.7 mm thick gypsum board mechanically fastened to a supporting assembly independent of the insulation,

(b) lath and plaster, mechanically fastened to a supporting assembly independent of the insulation,

(d) concrete.

(5) Combustible insulation with a flame-spread rating more than 25 but not more than 500 on any exposed surface, or any surface that would be exposed by cutting through the material in any direction, is permitted in the exterior walls of a building required to be of noncombustible construction, that is not sprinklered and is more than 18 m high, measured from grade to the underside of the roof, provided the insulation is protected from adjacent space in the building, other than adjacent concealed spaces within wall assemblies, by a thermal barrier that,

(a) consists of gypsum board not less than 12.7 mm thick, mechanically fastened to a supporting assembly independent of the insulation and with all joints either backed or taped and filled,

(b) consists of lath and plaster, mechanically fastened to a supporting assembly independent of the insulation,

(d) when tested in conformance with CAN/ULC-S101, “Fire Endurance Tests of Building Construction and Materials”, does not develop an average temperature rise more than 140°C or a maximum temperature rise more than 180°C at any point on its unexposed face within 10 min.

(6) Combustible insulation with a flame-spread rating more than 25 but not more than 500 on any exposed surface, or any surface that would be exposed by cutting through the material in any direction, is permitted in the interior walls, within ceilings and within roof assemblies of a building required to be of noncombustible construction, that is not sprinklered and is more than 18 m high, measured from grade to the underside of the roof, provided the insulation is protected from adjacent space in the building, other than adjacent concealed spaces within wall assemblies, by a thermal barrier that,

(a) consists of Type X gypsum board not less than 15.9 mm thick, mechanically fastened to a supporting assembly independent of the insulation and with all joints either backed or taped and filled, conforming to,

(i) ASTM C1177 / C1177M, “Glass Mat Gypsum Substrate for Use as Sheathing”,

(ii) ASTM C1178 / C1178M, “Coated Glass Mat Water-Resistant Gypsum Backing Panel”,

(iii) ASTM C1396 / C1396M, “Gypsum Board”,

(iv) ASTM C1658 / C1658M, “Glass Mat Gypsum Panels”, or

(iiv) CAN/CSA-A82.27-M, “Gypsum Board”,

(b) consists of non-loadbearing masonry or concrete not less than 50 mm thick,

(d) when tested in conformance with CAN/ULC-S101, “Fire Endurance Tests of Building Construction and Materials”,

(i) does not develop an average temperature rise more than 140°C or a maximum temperature rise more than 180°C at any point on its unexposed face within 20 min, and

(ii) remains in place for not less than 40 min.

3.1.5.12A. Foamed Plastic Insulation

(1) Foamed plastic insulation is permitted to be installed above roof decks, outside of foundation walls below ground level and beneath concrete slabs-on-ground of a building required to be of noncombustible construction.

(2) Except as provided in Sentences (3) and (4), foamed plastic insulation with a flame-spread rating not more than 500 on any exposed surface, or any surface that would be exposed by cutting through the material in any direction, is permitted in a building required to be of noncombustible construction, provided the insulation is protected from adjacent space in the building, other than adjacent concealed spaces within wall assemblies, by a thermal barrier that,

(a) consists of not less than 12.7 mm thick gypsum board mechanically fastened to a supporting assembly independent of the insulation,

(b) consists of lath and plaster, mechanically fastened to a supporting assembly independent of the insulation,

(d) consists of concrete, or

(e) meets the requirements of classification B when tested in conformance with CAN/ULC-S124, “Test for the Evaluation of Protective Coverings for Foamed Plastic”.

(3) Foamed plastic insulation with a flame-spread rating more than 25 but not more than 500 on any exposed surface, or any surface that would be exposed by cutting through the material in any direction, is permitted in the exterior walls of a building required to be of noncombustible construction, that is not sprinklered and is more than 18 m high, measured from grade to the underside of the roof, provided the insulation is protected from adjacent space in the building, other than adjacent concealed spaces within wall assemblies, by a thermal barrier that,

(a) consists of gypsum board not less than 12.7 mm thick, mechanically fastened to a supporting assembly independent of the insulation and with all joints either backed or taped and filled,

(b) consists of lath and plaster, mechanically fastened to a supporting assembly independent of the insulation,

(4) Foamed plastic insulation with a flame-spread rating more than 25 but not more than 500 on any exposed surface, or any surface that would be exposed by cutting through the material in any direction, is permitted in the interior walls, within ceilings and within roof assemblies of a building required to be of noncombustible construction, that is not sprinklered and is more than 18 m high, measured from grade to the underside of the roof, provided the insulation is protected from adjacent space in the building, other than adjacent concealed spaces within wall assemblies, by a thermal barrier that,

(i) ASTM C1177 / C1177M, “Glass Mat Gypsum Substrate for Use as Sheathing”,

(ii) ASTM C1178 / C1178M, “Coated Glass Mat Water-Resistant Gypsum Backing Panel”,

(iii) ASTM C1396 / C1396M, “Gypsum Board”, or

(iv) CAN/CSA-A82.27-M, “Gypsum Board”,

(b) consists of non-loadbearing masonry or concrete not less than 50 mm thick,

(d) when tested in conformance with CAN/ULC-S101, “Fire Endurance Tests of Building Construction and Materials”,

(i) does not develop an average temperature rise more than 140°C or a maximum temperature rise more than 180°C at any point on its unexposed face within 20 min, and

(ii) remains in place for not less than 40 min.

14. Sentence 3.1.7.1.(1) of Division B of the Regulation is amended by striking out “Article 3.1.7.2.” and substituting “Articles 3.1.7.2. and 3.6.3.5.”.

15. Article 3.1.8.4. of Division B of the Regulation is revoked and the following substituted:

3.1.8.4. Determination of Ratings

(1) Except as permitted by Sentences (2) and 3.1.8.14.(1), the fire-protection rating for a closure shall be determined in accordance with,

(a) CAN/ULC-S104, “Fire Tests of Door Assemblies”,

(b) CAN/ULC-S106, “Fire Tests of Window and Glass Block Assemblies”, or

(2) Except as permitted by Sentence 3.1.8.10.(1), the fire-protection rating of a closure shall conform to Table 3.1.8.4. for the required fire-resistance rating of the fire separation.

(3) The leakage rate of smoke dampers and combination smoke and fire dampers shall,

(a) be determined in accordance with the applicable provisions in CAN/ULC-S112.1, “Leakage Rated Dampers for Use in Smoke Control Systems”, and

(b) conform to Class I, II or III of that standard.

(4) The leakage rate of a door assembly shall be determined in accordance with ANSI/UL-1784, “Air Leakage Tests of Door Assemblies and Other Opening Protectives”.

Table 3.1.8.4.
Fire-Protection Rating of Closure

Forming Part of Sentence 3.1.8.4.(2) and Clause 3.1.9.1.(1)(a)

Item	Column 1 Fire-Resistance Rating of Fire Separation	Column 2 Required Fire-Protection Rating of Closure
1.	30 min	20 min
2.	45 min	45 min
3.	1 h	45 min
4.	1.5 h	1 h
5.	2 h	1.5 h
6.	3 h	2 h
7.	4 h	3 h

16. (1) Sentence 3.1.8.5.(2) of Division B of the Regulation is amended by striking out “door, window assembly” in the portion before Clause (a) and substituting “door, fire damper, window assembly”.

(2) Sentence 3.1.8.5.(3) of Division B of the Regulation is revoked and the following substituted:

(3) Except as otherwise specified in this Part, every smoke damper used as a closure in a required fire separation shall be installed in conformance with NFPA 105, “Smoke Door Assemblies and Other Opening Protectives”.

(4) If a door is installed so that it could damage the integrity of a fire separation if its swing is unrestricted, door stops shall be installed to prevent the damage.

(5) A leakage-rated door assembly rated in accordance with Sentence 3.1.8.4.(4) shall,

(a) be installed in fire separations in protected floor areas described in Clause 3.3.1.7.(1)(b),

(b) be installed in fire separations in care or care and treatment occupancies referred to in Sentence 3.3.3.5.(4) and installed in fire separations in retirement homes referred to in Sentence 3.3.4.11.(4),

(c) except as provided in Sentence (7), be installed in fire separations of public corridors serving dwelling units in storeys that are not sprinklered, and

(d) be installed in firewalls that are a horizontal exit referred to in Sentence 3.3.3.5.(3).

(6) Leakage-rated door assemblies required by Sentence (5) shall conform to NFPA 105, “Smoke Door Assemblies and Other Opening Protectives”.

(7) A leakage-rated door assembly need not be installed where a dwelling unit served by a public corridor has,

(a) a second and separate means of egress, or

(b) an open-air balcony that is sized to accommodate the number of occupants for which the dwelling unit is intended.

17. Articles 3.1.8.7. and 3.1.8.8. of Division B of the Regulation are revoked and the following substituted:

3.1.8.7. Location of Fire Dampers and Smoke Dampers

(1) Except as provided in Article 3.1.8.8., a fire damper having a fire-protection rating conforming to Sentence 3.1.8.4.(2) shall be installed in conformance with Article 3.1.8.9. in ducts or air-transfer openings that penetrate an assembly required to be a fire separation.

(2) Except as provided in Article 3.1.8.8A., a smoke damper or a combination smoke and fire damper shall be installed in conformance with Article 3.1.8.9A. in ducts or air-transfer openings that penetrate an assembly required to be a fire separation, where the fire separation,

(a) separates a public corridor,

(b) contains an egress door referred to in Sentence 3.4.2.4.(2),

(d) is installed to meet the requirements of Clause 3.3.1.7.(1)(b) or Sentence 3.3.3.5.(4) or 3.3.4.11.(4).

3.1.8.8. Fire Dampers Waived

(1) Except as permitted in Sentences (2) to (4), the requirement for fire dampers described in Sentence 3.1.8.7.(1) is permitted to be waived for,

(a) ducts that serve commercial cooking equipment,

(b) continuous noncombustible ducts having a melting point above 760°C that penetrate a vertical fire separation required by Sentence 3.3.1.1.(1) between suites of assembly, mercantile, low hazard industrial, medium hazard industrial or high hazard industrial occupancy,

(c) ducts or air-transfer openings that penetrate a vertical fire separation not required to have a fire-resistance rating, and

(d) noncombustible ducts or air-transfer openings that penetrate a horizontal fire separation not required to have a fire-resistance rating.

(2) The requirement for fire dampers described in Sentence 3.1.8.7.(1) is permitted to be waived for noncombustible branch ducts having a melting point above 760°C that penetrate a fire separation,

(a) provided the ducts,

(i) have a cross-sectional area not more than 130 cm² and serve only air-conditioning units or combined air-conditioning and heating units discharging air not more than 1.2 m above the floor, or

(ii) extend not less than 500 mm inside exhaust duct risers that are under negative pressure and in which the airflow is upward as required by Article 3.6.3.4., or

(b) provided the fire separation separates a vertical service space from the remainder of the building and provided each individual duct exhausts directly to the outdoors at the top of the vertical service space.

(3) In elementary and secondary schools, a continuous noncombustible duct having a melting point above 760°C that pierces a fire separation having a fire-resistance rating of 30 min need not be equipped with a fire damper at the fire separation.

(4) In a Group B, Division 3 occupancy which contains sleeping accommodation for not more than 10 persons, which has not more than six occupants who require assistance in evacuation in case of an emergency and which is equipped with a fire alarm system, a duct need not be equipped with a fire damper at a fire separation, provided duct-type smoke detectors have been installed to control smoke circulation as described in Article 3.2.4.13.

3.1.8.8A. Smoke Dampers Waived

(1) Except as permitted in Sentence (2), the requirement for smoke dampers or combination smoke and fire dampers described in Sentence 3.1.8.7.(2) is permitted to be waived for ducts,

(a) that serve commercial cooking equipment,

(b) in which all inlet and outlet openings serve not more than one fire compartment, or

(c) that penetrate a vertical fire separation referred to in Clause 3.3.1.7.(1)(b) or in Sentence 3.3.3.5.(4), provided,

(i) the movement of air is continuous, and

(ii) the configuration of the air-handling system prevents the recirculation of exhaust or return air under fire emergency conditions.

(2) The requirement for smoke dampers or combination smoke and fire dampers described in Sentence 3.1.8.7.(2) is permitted to be waived for noncombustible branch ducts having a melting point above 760°C that penetrate a fire separation,

(a) provided the ducts,

(i) have a cross-sectional area not more than 130 cm² and serve only air-conditioning units or combined air-conditioning and heating units discharging air not more than 1.2 m above the floor,

(ii) extend not less than 500 mm inside exhaust duct risers that are under negative pressure and in which the airflow is upward as required by Article 3.6.3.4., or

(iii) are required to function as part of a smoke control system, or

18. Sentence 3.1.8.9.(4) of Division B of the Regulation is revoked and the following substituted:

(4) A fire damper shall be installed in the vertical or horizontal position in which it was tested.

19. Subsection 3.1.8. of Division B of the Regulation is amended by adding the following Article:

3.1.8.9A. Installation of Smoke Dampers

(1) Where smoke dampers are used as a closure in an air-transfer opening, they shall be installed in the plane of the fire separation.

(2) Where combination smoke and fire dampers are used as a closure in a duct, they shall be installed within 610 mm of the plane of the fire separation, provided there is no inlet or outlet opening between the fire separation and the damper.

(3) Except as required by a smoke control system, smoke dampers and combination smoke and fire dampers shall be configured so as to close automatically upon a signal from an adjacent smoke detector located as described in CAN/ULC-S524, “Installation of Fire Alarm Systems”, within 1.5 m horizontally of the duct or air-transfer opening in the fire separation,

(a) on both sides of the air-transfer opening, or

(b) in the duct downstream of the smoke damper or combination smoke and fire damper.

(4) Smoke dampers or combination smoke and fire dampers shall be installed in the vertical or horizontal position in which they were tested.

(5) A tightly fitted access door shall be installed for each smoke damper and combination smoke and fire damper to provide access for their inspection and the resetting of the release device.

20. Article 3.1.8.12. of Division B of the Regulation is revoked and the following substituted:

3.1.8.12. Hold-Open Devices

(1) Except as provided in Sentences 3.1.8.9.(1) and 3.1.8.9A.(3), a hold-open device is permitted to be used on a closure in a required fire separation, other than on an exit stair door in a building more than 3 storeys in building height and on a door for a vestibule required by Article 3.3.5.7., provided the device is designed to release the closure in conformance with this Article.

(2) Except as provided in Sentences (5) and (6), where the building is provided with a fire alarm system, a hold-open device permitted by Sentence (1) shall release,

(a) in a single-stage system, upon any signal from the fire alarm system, and

(b) in a two-stage system,

(i) upon any alert signal from the fire alarm system, or

(ii) upon actuation of any adjacent smoke detectors.

(3) Where the building is provided with a fire alarm system, a hold-open device permitted by Sentence (1) shall release upon a signal from a smoke detector connected to the fire alarm system and located as described in CAN/ULC-S524, “Installation of Fire Alarm Systems”, where the hold-open device is used on,

(a) an exit door,

(b) a door opening into a public corridor,

(d) a door serving an assembly, care, care and treatment, detention, or residential occupancy,

(e) a door in a fire separation referred to in Clause 3.3.1.7.(1)(b) or in Sentence 3.3.3.5.(4) or 3.3.4.11.(4), or

(f) a door required to function as part of a smoke control system.

(4) Where the building is not provided with a fire alarm system, a hold-open device permitted by Sentence (1) shall release upon a signal from a smoke alarm located on either side of the fire separation at ceiling level within 1.5 m horizontally of the closure opening in the fire separation, where the hold-open device is used on closures described in Clauses (3)(a) to (e).

(5) Where a hold-open device is used on closures other than those described in Sentences (3) and (4), it is permitted to be released upon actuation of a heat-actuated device.

(6) A hold-open device used on a door located between a corridor used by the public and an adjacent sleeping room in a care and treatment occupancy need not release automatically as described in Sentence (2).

21. Clause 3.1.8.18.(2)(a) of Division B of the Regulation is amended by striking out “fire resistance rating” and substituting “fire-resistance rating”.

22. Sentence 3.1.9.1.(1) of Division B of the Regulation is amended by striking out “Except as required by Sentences (2) and (3) and permitted by Sentences (4) and (5)” at the beginning and substituting “Except as provided in Sentences (2) to (5) and Article 3.1.9.3A.”.

23. Subsection 3.1.9. of Division B of the Regulation is amended by adding the following Article:

3.1.9.3A. Penetration by Outlet Boxes

(1) Except as provided in Sentences (2) and (3), outlet boxes are permitted to penetrate the membrane of an assembly required to have a fire-resistance rating, provided they are sealed at the penetration by a fire stop that has an FT rating not less than the fire-resistance rating of the fire separation when subjected to the fire test method in CAN/ULC-S115, “Fire Tests of Firestop Systems”.

(2) Except as provided in Sentences 3.1.9.1.(2) and (3), noncombustible outlet boxes that penetrate a vertical fire separation or a membrane forming part of an assembly required to have a fire-resistance rating need not conform to Sentence (1), provided,

(a) they do not exceed,

(i) 160 cm² in area, and

(ii) an aggregate area of 650 cm² in any 9.3 m² of surface area, and

(b) the annular space between the membrane and noncombustible electrical outlet boxes does not exceed 3 mm.

(3) In addition to the requirements of Sentence (2), outlet boxes on opposite sides of a vertical fire separation having a fire-resistance rating shall be separated by,

(a) a horizontal distance of not less than 600 mm, or

(b) a fire block conforming to Article 3.1.11.7.

24. (1) Sentence 3.1.11.7.(1) of Division B of the Regulation is amended by striking out “materials used to separate concealed spaces into compartments” and substituting “fire blocks”.

(2) Sentence 3.1.11.7.(4) of Division B of the Regulation is revoked and the following substituted:

(4) In a building permitted to be of combustible construction, in a combustible roof system permitted by Sentence 3.1.5.3.(2), and in a raised platform permitted by Sentence 3.1.5.8.(2), fire blocks are permitted to be,

(a) solid lumber or a structural composite lumber product conforming to ASTM D5456, “Evaluation of Structural Composite Lumber Products”, not less than 38 mm thick,

(b) phenolic bonded plywood, OSB or waferboard not less than 12.5 mm thick with joints supported, or

(c) two thicknesses of lumber or a structural composite lumber product conforming to ASTM D5456, “Evaluation of Structural Composite Lumber Products”, each not less than 19 mm thick with joints staggered, where the width or height of the concealed space requires more than one piece of lumber or structural composite lumber product not less than 38 mm thick to block off the space.

(3) Sentence 3.1.11.7.(5) of Division B of the Regulation is amended by striking out “materials referred to in Sentences (1) to (4)” and substituting “fire blocks”.

(4) Sentence 3.1.11.7.(6) of Division B of the Regulation is amended by striking out “materials referred to in Sentences (1) to (4)” and substituting “fire blocks”.

25. Subclause 3.1.14.2.(2)(a)(ii) of Division B of the Regulation is revoked and the following substituted:

(ii) by a thermal barrier conforming to Clause 3.1.5.12.(4)(c) or (d) that is located on the underside of the combustible material or beneath the roof deck,

26. Sentence 3.1.15.2.(2) of Division B of the Regulation is amended by striking out “or” at the end of Clause (b), by adding “or” at the end of Clause (c) and by adding the following Clause:

(d) a steel building system described in Article 4.3.4.3., provided the roof covering consists of metal sheets, metal shingles or other noncombustible roofing materials.

27. Subsection 3.1.21. of Division B of the Regulation is revoked.

28. Sentence 3.2.1.2.(1) of Division B of the Regulation is amended by striking out “Subsection 3.2.2.” in the portion before Clause (a) and substituting “Subsection 3.2.2. and Sentences 3.2.5.13.(2) and (3)”.

29. (1) Sentence 3.2.3.6.(2) of Division B of the Regulation is amended by adding “Except as provided in Sentence (3.1)” at the beginning.

(2) Sentence 3.2.3.6.(3) of Division B of the Regulation is amended by adding “Except as provided in Sentence (3.1)” at the beginning.

(3) Article 3.2.3.6. of Division B of the Regulation is amended by adding the following Sentence:

(3.1) Subject to Sentence (4), the face of a roof soffit is permitted to project to the property line, where it faces a street, lane or public thoroughfare.

30. (1) Sentence 3.2.3.7.(3) of Division B of the Regulation is amended by striking out “Sentences 3.1.5.5.(1), (3) and (4)” and substituting “Sentence 3.1.5.5.(1)”.

(2) Sentence 3.2.3.7.(6) of Division B of the Regulation is amended by striking out “Sentences 3.1.5.5.(3) and (4)” and substituting “Subclauses 3.1.5.5.(1)(b)(i) and (ii)”.

31. Sentence 3.2.3.21.(1) of Division B of the Regulation is revoked and the following substituted:

(1) A building shall not be constructed over an existing buried flammable gas main unless the gas main is encased in a gas-tight conduit in conformance with CAN/CSA-Z662, “Oil and Gas Pipeline Systems”.

32. Clause 3.2.4.1.(2)(h) of Division B of the Regulation is revoked and the following substituted:

(h) a low hazard industrial occupancy with an occupant load more than 75 above or below the first storey,

(h.1) a medium hazard industrial occupancy with an occupant load more than 75 above or below the first storey,

33. Article 3.2.4.6. of Division B of the Regulation is revoked and the following substituted:

3.2.4.6. Reserved

34. (1) Sentence 3.2.4.7.(2) of Division B of the Regulation is amended by striking out “3.2.4.23.(3) and (4)” and substituting “3.2.4.23.(2) and (3)”.

(2) Sentence 3.2.4.7.(3) of Division B of the Regulation is amended by striking out “Clause 3.2.4.23.(4)(a)” and substituting “Clause 3.2.4.23.(3)(a)”.

35. Clause 3.2.4.13.(1)(d) of Division B of the Regulation is amended by striking out “Sentence 3.1.8.8.(8)” at the end and substituting “Sentence 3.1.8.8.(4)”.

36. Clause 3.2.4.20.(13)(d) of Division B of the Regulation is revoked and the following substituted:

(d) the voice communication system referred to in Article 3.2.4.23. or 3.2.4.24. has a provision to override the automatic signal silence to allow the transmission of voice messages through silenced audible signal device circuits that serve the dwelling units.

37. Article 3.2.4.22. of Division B of the Regulation is amended by adding the following Sentence:

(0.1) Except as provided in Article 3.2.4.22A., smoke alarms shall be installed in accordance with this Article.

38. Subsection 3.2.4. of Division B of the Regulation is amended by adding the following Article:

3.2.4.22A. Residential Fire Warning Systems

(1) Except where a fire alarm system is installed or required in a building, smoke detectors forming part of a residential fire warning system installed in conformance with CAN/ULC-S540, “Residential Fire and Life Safety Warning Systems: Installation, Inspection, Testing and Maintenance”, are permitted to be installed in lieu of all smoke alarms required by Article 3.2.4.22., provided that the system is,

(a) capable of sounding audible signals in accordance with Sentences 3.2.4.22.(8) and (12),

(b) provided with a visual signalling component in accordance with Sentences 3.2.4.22.(13) to (15),

(d) provided with a silencing device in accordance with Sentences 3.2.4.22.(10) and (11).

39. Article 3.2.4.23. of Division B of the Regulation is revoked and the following substituted:

3.2.4.23. Two-Way Voice Communication Systems

(1) A voice communication system required by Subsection 3.2.6., Clause 3.3.2.4.(14)(f) or Sentence 3.3.4.11.(12) shall,

(a) consist of a two-way means of communication with the central alarm and control facility and with the mechanical control centre from each floor area, and

(b) be capable of broadcasting pre-recorded, synthesized or live messages from the central alarm and control facility that are audible and intelligible in all parts of the building, except in elevator cars.

(2) The voice communication system referred to in Sentence (1) shall include a means to silence the alarm signal in a single-stage fire alarm system while voice messages are being transmitted, but only after the alarm signal has initially sounded for not less than 30 s.

(3) The voice communication system referred to in Sentence (1) shall include a means to silence the alert signal and the alarm signal in a two-stage fire alarm system while voice messages are being transmitted, but only after the alert signal has initially sounded for not less than,

(a) 10 s in hospitals that have supervisory personnel on duty for twenty-four hours each day, or

(b) 30 s for all other occupancies.

(4) The voice communication system referred to in Sentence (1) shall be designed so that the alarm signal in a two-stage fire alarm system can be selectively transmitted to any zone or zones while maintaining an alert signal or selectively transmitting voice instructions to any other zone or zones in the building.

(5) The voice communication system referred to in Sentence (1) shall be designed so that visual signal devices are not interrupted while voice instructions are being transmitted.

(6) The voice communication system referred to in Sentence (1) shall be installed so that emergency communication devices are located in each floor area near exit stair shafts.

(7) A voice communication system referred to in Sentence (1) that is installed in a building that is not intended to be staffed, at times when the building will be occupied, with persons trained to provide instructions over the system shall include a pre-recorded message.

3.2.4.24. One-Way Voice Communication Systems

(1) Except for Group B, Division 1 and Group F, Division 1 major occupancies, a one-way voice communication system shall be installed in a building where,

(a) a fire alarm system is required under Subsection 3.2.4.,

(b) a two-stage fire alarm system is installed, and

(2) The voice communication system required by Sentence (1) shall consist of loudspeakers that are,

(a) operated from the central alarm and control facility or, in the absence of a central alarm and control facility, from a designated area, and

(b) designed and located so that transmitted messages are audible and intelligible in all parts of the building, except in elevator cars.

(3) A voice communication system required by Sentence (1) that is installed in a building that is not intended to be staffed, at times when the building will be occupied, with persons trained to provide instructions over loudspeakers described in Sentence (2) shall include a pre-recorded message.

(4) The voice communication system required by Sentence (1) shall meet the silencing and transmission requirements of Sentences 3.2.4.23.(2) to (5).

40. Sentence 3.2.5.13.(2) of Division B of the Regulation is amended by striking out “Installation of Sprinkler Systems in Residential Occupancies up to and Including Four Stories in Height” in the portion before Clause (a) and substituting “Installation of Sprinkler Systems in Low-Rise Residential Occupancies”.

41. Sentence 3.2.5.14.(1) of Division B of the Regulation is amended by striking out “wet” and substituting “sprinkler”.

42. (1) Sentence 3.2.6.2.(1) of Division B of the Regulation is amended by striking out “(5)” and substituting “(5.1)”.

(2) Article 3.2.6.2. of Division B of the Regulation is amended by adding the following Sentence:

(5.1) Except as provided in Article 3.2.4.13. or as otherwise provided in this Part, air handling systems used to provide make-up air to public corridors serving suites in a Group C major occupancy shall not shut down automatically upon actuation of the fire alarm so as to maintain corridor pressurization.

43. (1) Clause 3.2.6.7.(2)(h) of Division B of the Regulation is amended by striking out “Sentences 3.2.4.23.(3) and (4)” at the end and substituting “Sentences 3.2.4.23.(2) and (3)”.

(2) Subclause 3.2.6.7.(2)(i)(i) of Division B of the Regulation is revoked and the following substituted:

(i) actuate auxiliary equipment identified in Articles 3.2.6.2., 3.2.6.3. and 3.2.6.6., or

44. Sentence 3.2.7.3.(1) of Division B of the Regulation is amended by striking out “and” at the end of Clause (k), by adding “and” at the end of Clause (l) and by adding the following Clause:

(m) washrooms with fixtures for public use.

45. Clause 3.2.7.9.(1)(c) of Division B of the Regulation is amended by striking out “Article 3.2.6.2.” and substituting “Articles 3.2.6.2. and 3.3.3.6., other than air handling systems described in Sentence 3.2.6.2.(6)”.

46. (1) Sentence 3.2.7.10.(1) of Division B of the Regulation is amended by striking out “Sentences (2) to (9)” in the portion before Clause (a) and substituting “Sentences (2) to (9) and (11)”.

(2) Clause 3.2.7.10.(2)(a) of Division B of the Regulation is amended by striking out “ULC-S139, “Fire Test for Evaluation of Integrity of Electrical Cables”” and substituting “CAN/ULC-S139, “Fire Test for Evaluation of Integrity of Electrical Power, Data and Optical Fibre Cables””.

(3) Clause 3.2.7.10.(3)(a) of Division B of the Regulation is amended by striking out “ULC-S139, “Fire Test for Evaluation of Integrity of Electrical Cables”” and substituting “CAN/ULC-S139, “Fire Test for Evaluation of Integrity of Electrical Power, Data and Optical Fibre Cables””.

(4) Article 3.2.7.10. of Division B of the Regulation is amended by adding the following Sentences:

(10) Distribution panels serving emergency lighting units located on other storeys shall be installed in a service room separated from the floor area by a fire separation having a fire-resistance rating of at least 1 h.

(11) Conductors leading from a distribution panel referred to in Sentence (10) to emergency lighting units located on other storeys shall be protected in accordance with Sentence (2) between the distribution panel and the floor area where the emergency lighting units are located.

47. Section 3.2. of Division B of the Regulation is amended by adding the following Subsection:

3.2.10. Testing of Integrated Fire Protection and Life Safety Systems

3.2.10.1. Testing

(1) Where fire protection and life safety systems, and systems with fire protection and life safety functions, are integrated with each other, the systems shall be tested as a whole in accordance with CAN/ULC-S1001, “Integrated Systems Testing of Fire Protection and Life Safety Systems”, to verify that the systems have been properly integrated.

48. (1) Clause 3.3.1.2.(1)(b) of Division B of the Regulation is amended by striking out “NRCC 53303” and substituting “NRCC 56192”.

(2) Sentence 3.3.1.2.(2) of Division B of the Regulation is revoked and the following substituted:

(2) Systems for the ventilation of cooking equipment that is not within a dwelling unit and is used in processes producing grease-laden vapours shall be designed and installed in conformance with Articles 3.6.3.5 and 6.2.2.6.

49. (1) Clause 3.3.1.7.(1)(b) of Division B of the Regulation is amended by striking out “Sentences (4) to (6)” in the portion before Subclause (i) and substituting “Sentences (4) and (5) and 3.1.8.5.(6)”.

(2) Sentence 3.3.1.7.(6) of Division B of the Regulation is revoked and the following substituted:

(6) Reserved

50. (1) Sentence 3.3.1.10.(1) of Division B of the Regulation is amended by adding “Sentence (5) and” before “Article 3.3.1.11.”.

(2) Article 3.3.1.10. of Division B of the Regulation is amended by adding the following Sentence:

(5) Doors that serve individual storage spaces not more than 28 m²in area in self-service storage buildings need not conform to Sentence (1).

51. Sentence 3.3.1.11.(1) of Division B of the Regulation is amended by striking out “Sentence (2)” in the portion before Clause (a) and substituting “Sentences (2) and 3.3.1.10.(5)”.

52. Sentence 3.3.1.12.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Except as required by Article 3.3.3.4. and Sentences 3.3.4.11.(11), 3.8.3.3.(1) and (2), a door that opens into or is located within a public corridor or other facility that provides access to exit from a suite,

(a) shall provide a clear opening of not less than 800 mm, if there is only one door leaf,

(b) shall, in a doorway with multiple leaves, have the active leaf providing a clear opening of not less than 800 mm,

(d) shall not have a threshold more than 13 mm higher than the floor surface except where,

(i) the threshold is used to contain spillage, or

(ii) the doorway provides access to an exterior balcony, other than a balcony required by Sentence 3.3.1.7.(2).

53. Article 3.3.1.15. of Division B of the Regulation is revoked and the following substituted:

3.3.1.15. Tapered Treads in a Curved Flight

(1) Flights shall consist solely of,

(a) straight flights, or

(b) curved flights complying with Sentence (2).

(2) Tapered treads in a curved flight that is not required as an exit shall have,

(a) a minimum run of 150 mm,

(b) a run not less than 280 mm when measured at a point 300 mm from the centre line of the inside handrail, and

(3) Tapered treads shall have a consistent angle and uniform run and rise dimensions in accordance with the construction tolerances described in Article 3.4.6.8. when measured at a point 300 mm from the centre line of the inside handrail.

(4) All tapered treads within a flight shall turn in the same direction.

54. Article 3.3.1.16. of Division B of the Regulation is amended by adding the following Sentence:

(6) In a building that is not sprinklered in accordance with Sentence 3.2.5.13.(1), an access to exit that is part of the principal entrance serving a dance hall or a licensed beverage establishment with an occupant load more than 250 shall be at least one-half of the required exit width.

55. (1) Clause 3.3.1.17.(1)(c) of Division B of the Regulation is revoked and the following substituted:

(c) at each raised floor, mezzanine, balcony, gallery, interior or exterior vehicular ramp, and at other locations where,

(i) the difference in level is more than 600 mm between the walking surface and the adjacent surface, or

(ii) the adjacent surface within 1 200 mm of the walking surface has a slope of more than 1 in 2 away from the walking surface.

(2) Sentence 3.3.1.17.(3) of Division B of the Regulation is amended by striking out “Openings” at the beginning and substituting “Except as permitted by Sentence 3.3.5.9.(1), openings”.

(3) Sentence 3.3.1.17.(6) of Division B of the Regulation is revoked and the following substituted:

(6) Sentence (1) does not apply,

(a) to the front edges of stages,

(b) to loading docks,

(d) where access is provided for maintenance purposes only.

56. (1) Sentence 3.3.1.18.(1) of Division B of the Regulation is amended by striking out “non-transparent” and substituting “visually contrasting”.

(2) Article 3.3.1.18. of Division B of the Regulation is amended by adding the following Sentence:

(1.1) Fully glazed transparent doors, and fully glazed transparent sidelights and panels with widths greater than 300 mm, shall be marked in conformance with Sentence 3.8.3.3.(15).

(3) Sentence 3.3.1.18.(4) of Division B of the Regulation is amended by striking out “suitably marked to indicate their existence and position” at the end and substituting “marked in conformance with Sentence 3.8.3.3.(15)”.

(4) Article 3.3.1.18. of Division B of the Regulation is amended by adding the following Sentence:

(4.1) Glass in a vision panel in a door or in a transparent sidelight shall conform to Sentence 3.8.3.3.(14).

57. Article 3.3.1.19. of Division B of the Regulation is revoked and the following substituted:

3.3.1.19. Exhaust Ventilation and Explosion Venting

(1) Except as provided in Sentence (2), an exhaust ventilation system designed in conformance with the appropriate requirements of Part 6 shall be provided in a building or part of a building in which dust, fumes, gases, vapour or other impurities or contaminants have the potential to create a fire or explosion hazard.

(2) Where a fire separation required to have a fire-resistance rating is penetrated by a ventilation system required by Sentence (1) for power-ventilated enclosures in laboratories, the ducts shall be continuously enclosed from the first penetrated fire separation to any subsequent fire separations or concealed spaces and to the outdoors so that the highest fire-resistance rating of all the penetrated fire separations is maintained.

(3) Ducts described in Sentence (2) need not be equipped with a fire damper, a smoke damper or a combination smoke and fire damper.

(4) Explosion relief devices, vents or other protective measures conforming to Subsection 6.2.2. shall be provided for a space in which substances or conditions that have the potential to create an explosion hazard are present as a result of the principal use of a building.

58. Clause 3.3.2.4.(23)(a) of Division B of the Regulation is amended by striking out “run” and substituting “run”.

59. Subsection 3.3.2. of Division B of the Regulation is amended by adding the following Article:

3.3.2.8A. Handrails in Aisles with Steps

(1) Handrails shall be provided in aisles with steps in conformance with Table 3.3.2.8A.

Table 3.3.2.8A.
Types and Location of Handrails in Aisles with Steps

Forming Part of Sentences 3.3.2.8A.(1) and (2)

Item

Column 1

Aisle Width

Column 2

Handrail Requirements

Aisle Serving Seating on One Side

Column 3

Handrail Requirements

Aisle Serving Seating on Both Sides

Less than 1 100 mm

A continuous handrail that is located on the side of the aisle opposite the seats and conforms to Sentences 3.4.6.5.(3) to (7), (9), (11) and (12).

A handrail that is located on one side at the end of each row of seats and conforms to Sentences 3.4.6.5.(3) to (6), (9), (11) and (12).

1 100 mm or more

(a) A centre line handrail that conforms to Sentence (2), or

(b) a continuous handrail that is located on the side of the aisle opposite the seats and conforms to Sentences 3.4.6.5.(3) to (7), (9), (11) and (12), and, in addition to that continuous handrail, a handrail that is located at the end of each row of seats and conforms to Sentences 3.4.6.5.(3) to (6), (9), (11) and (12).

A centre line handrail that conforms to Sentence (2).

(2) Handrails installed along aisle centre lines as required by Table 3.3.2.8A. shall,

(a) comply with Sentences 3.4.6.5.(3) to (5), (7) and (12),

(b) have gaps not less than 560 mm and not more than 915 mm wide, measured horizontally, at intervals not exceeding five rows of seats,

(d) have an intermediate rail located 305 mm below the principal handrail.

60. Clause 3.3.2.10.(1)(b) of Division B of the Regulation is amended by striking out “run” and substituting “run”.

61. Sentence 3.3.2.13.(1) of Division B of the Regulation is amended by striking out “flight of stairs” in the portion before Clause (a) and substituting “flight”.

62. Sentence 3.3.3.5.(6) of Division B of the Regulation is revoked and the following substituted:

(6) Reserved

63. Sentence 3.3.3.8.(1) of Division B of the Regulation is amended by striking out “Sentences 3.4.6.5.(3) to (5) and (9) to (11)” at the end and substituting “Sentences 3.4.6.5.(5) to (7) and (11) to (13)”.

64. Sentence 3.3.4.6.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Buildings containing dwelling units shall be constructed so that airborne noise is controlled in conformance with Section 5.8.

65. Clauses 3.3.4.9.(1)(b) and (c) of Division B of the Regulation are revoked and the following substituted:

(b) for a shower, grab bars described in Clause 3.8.3.13.(2)(g), and

66. Clause 3.3.5.2.(1)(b) of Division B of the Regulation is amended by striking out “NRCC 53303” and substituting “NRCC 56192”.

67. (1) Sentence 3.3.5.4.(4) of Division B of the Regulation is amended by striking out “A garage” at the beginning and substituting “A storage garage or repair garage”.

(2) Sentence 3.3.5.4.(6) of Division B of the Regulation is revoked and the following substituted:

(6) Where storage garage or repair garage floors or ramps are 600 mm or more above the adjacent ground or floor level, every opening through such floors and the perimeter of such floors and ramps shall be provided with,

(a) a continuous curb not less than 140 mm high, a guard not less than 1 070 mm high and a vehicle guardrail not less than 500 mm high conforming to Sentence (6.1), or

(b) a full-height wall conforming to Sentence (6.1).

(6.1) Vehicle guardrails and full-height walls required by Sentence (6) shall be designed and constructed to withstand the loading values specified in Sentence 4.1.5.15.(1).

68. Subsection 3.3.5. of Division B of the Regulation is amended by adding the following Article:

3.3.5.9. Guards

(1) Guards in industrial occupancies, other than guards in storage garages, are permitted to consist of,

(a) a top rail, and

(b) one or more intermediate rails spaced such that the openings through the guard are of a size that prevents the passage of a spherical object having a diameter of 535 mm.

69. Article 3.3.6.2. of Division B of the Regulation is revoked and the following substituted:

3.3.6.2. Storage of Dangerous Goods

(1) A room intended for the storage of solid and liquid dangerous goods classified as oxidizers or organic peroxides shall be separated from the remainder of the building by a fire separation having a fire-resistance rating of not less than 2 h.

(2) A room intended for the storage of reactive materials shall be separated from the remainder of the building by a fire separation having a fire-resistance rating of not less than 2 h.

(3) The design and construction of a building or part of a building intended for the storage of dangerous goods classified as explosives shall conform to the Explosives Act (Canada) and the regulations made under that Act.

70. Article 3.4.2.3. of Division B of the Regulation is amended by adding the following Sentence:

(4) The distance between exterior doors leading from two or more exit stairs serving the same floor area shall be,

(a) not less than 9 m, or

(b) not less than 6 m, where,

(i) the building is sprinklered, and

(ii) the exterior doors are located within 15 m of a street.

71. Article 3.4.2.6. of Division B of the Regulation is amended by adding the following Sentence:

(2) In a building that is not sprinklered in accordance with Sentence 3.2.5.13.(1), the principal entrance serving a dance hall or a licensed beverage establishment with an occupant load more than 250 shall provide at least one-half of the required exit width.

72. Clause 3.4.3.2.(1)(b) of Division B of the Regulation is amended by striking out “run” and substituting “run”.

73. Sentence 3.4.3.4.(4) of Division B of the Regulation is amended by striking out “Handrails and construction below handrails are permitted” at the beginning and substituting “Handrails and construction below handrails, including handrail supports and stair stringers, are permitted”.

74. (1) Clause 3.4.5.1.(2)(c) of Division B of the Regulation is amended by striking out the portion before Subclause (i) and substituting the following:

(c) conform to ISO 7010, “Graphical Symbols - Safety Colours and Safety Signs - Registered Safety Signs” for the following symbols:

(2) Clause 3.4.5.1.(3)(b) of Division B of the Regulation is amended by striking out “CSA 22.2” and substituting “CSA C22.2”.

75. Sentence 3.4.6.2.(1) of Division B of the Regulation is amended by striking out “flight” and substituting “flight”.

76. (1) Sentence 3.4.6.3.(1) of Division B of the Regulation is amended by striking out “flight of stairs” wherever it appears and substituting in each case “flight”.

(2) Clause 3.4.6.3.(2)(a) of Division B of the Regulation is amended by striking out “flight” and substituting “flight”.

77. Articles 3.4.6.4. and 3.4.6.5. of Division B of the Regulation are revoked and the following substituted:

3.4.6.4. Dimensions of Landings

(1) Except as permitted in Sentences (2) and (6), a landing shall be,

(a) at least as wide as the width of the stair or ramp in which it occurs, and

(b) at least as long as the width of the stair or ramp in which it occurs.

(2) Where a landing in a stair or ramp does not turn or turns less than 90^o, the length of the landing need not be more than the lesser of,

(a) the required width of the stair or ramp, or

(b) 1 100 mm.

(3) Where a landing in a stair or ramp turns less than 90^o, the length of the landing shall be measured perpendicular to the nosings of adjacent steps or to the end of the ramp, at a distance equal to half the length required by Sentence (2) from the narrow edge of the landing.

(4) Where a doorway or stair empties onto a ramp through a side wall, there shall be a level area extending across the full width of the ramp, and for a distance of 300 mm on either side of the wall opening, except one side if it abuts on an end wall.

(5) Where a doorway or stair empties onto a ramp through an end wall, there shall be a level area extending across the full width of the ramp and along its length for not less than 900 mm.

(6) Where the direction of exit travel changes at a landing, the landing is permitted to be chamfered or curved in plan, provided the required width of the stair is maintained where measured perpendicular to the direction of exit travel across the landing.

3.4.6.5. Handrails

(1) At least one handrail shall be provided on straight flights that are less than 1 100 mm in width.

(2) One handrail shall be provided on each side of,

(a) straight flights that are 1 100 mm or more in width,

(b) curved flights, and

(3) In addition to Sentence (2), intermediate handrails shall be provided so that,

(a) a handrail is reachable within 825 mm of all portions of the required exit width, and

(b) at least one portion of the stair or ramp between two handrails is the required exit width for stairs or ramps as described in Sentences 3.4.3.2.(7) and 3.4.3.4.(4).

(4) Where a stair or ramp is wider than its required exit width, handrails shall be located along the most direct path of travel.

(5) Handrails shall be continuously graspable along their entire length, shall be free of any sharp or abrasive elements, and shall have,

(a) a circular cross-section with an outside diameter not less than 30 mm and not more than 43 mm, or

(b) any non-circular cross-section with a perimeter not less than 100 mm and not more than 125 mm and whose largest cross-sectional dimension is not more than 45 mm.

(6) The height of handrails on stairs, on aisles with steps and on ramps shall be measured vertically from the top of the handrail to,

(a) a straight line drawn tangent to the tread nosings of the stair served by the handrail, or

(b) the surface of the ramp, floor or landing served by the handrail.

(7) Except as provided by Sentence (8) and Clause 3.8.3.4.(1)(e), the height of handrails on stairs, on aisles with steps and on ramps shall be,

(a) not less than 865 mm, and

(b) not more than 1070 mm.

(8) Handrails installed in addition to required handrails need not comply with Sentence (7).

(9) Required handrails shall be continuous throughout the length of,

(a) a ramp, and

(b) a flight, from the bottom riser to the top riser.

(10) Except as required by Sentence (16) and except where interrupted by doorways or newels at changes in direction, at least one handrail shall be continuous throughout the length of a stair or ramp, including at landings.

(11) Handrails shall be terminated in a manner that will not obstruct pedestrian travel or create a hazard.

(12) At least one handrail shall,

(a) in the case of a stair,

(i) extend horizontally at the required height, not less than 300 mm beyond the top riser, and

(ii) continue to slope for a depth of one tread beyond the bottom riser followed by a 300 mm horizontal extension, and

(b) in the case of a ramp, extend horizontally at the required height, not less than 300 mm beyond the top and bottom edges of the incline.

(13) The clearance between a handrail and any surface behind it shall be not less than,

(a) 60 mm, if the surface behind the handrail is rough or abrasive, or

(b) 50 mm, in all other cases.

(14) Handrails and their supports shall be designed and constructed to withstand the loading values specified in Sentence 4.1.5.14.(7).

(15) A ramp shall have handrails on both sides.

(16) In a long-term care home, a Group B, Division 3 occupancy and a retirement home, a continuous handrail shall be provided on both sides of a stair throughout the length of the stair, including landings, except where a handrail is interrupted by doorways or newels at changes in direction.

78. (1) Sentences 3.4.6.6.(1) to (3) of Division B of the Regulation are revoked and the following substituted:

(1) Every exit shall have a wall or a well-secured guard on each side where,

(a) the difference in level is more than 600 mm between the walking surface and the adjacent surface, or

(b) the adjacent surface within 1 200 mm of the walking surface has a slope of more than 1 in 2 away from the walking surface.

(2) Except as required by Sentence (4), the height of guards for exit stairs and exit ramps, as well as their landings, shall be not less than 1 070 mm.

(3) The height of guards shall be measured vertically to the top of the guard from,

(a) a line drawn through the outside edges of the tread nosings, or

(b) the surface of the ramp or landing.

(2) Sentence 3.4.6.6.(4) of Division B of the Regulation is amended by striking out “stair nosings” at the end and substituting “tread nosings”.

(3) Sentence 3.4.6.6.(7) of Division B of the Regulation is amended by,

(a) striking out “stair nosings” in the portion before Clause (a) and substituting “tread nosings”; and

(b) striking out “stair nosings” in Subclause (a)(i) and substituting “tread nosings”.

79. Clauses 3.4.6.7.(1)(b) and (c) of Division B of the Regulation are revoked and the following substituted:

(b) 1 in 6 in an industrial occupancy,

80. (1) Sentence 3.4.6.8.(1) of Division B of the Regulation is amended by striking out “steps for stairs shall have a run of not less than 255” and substituting “steps in flights shall have a run of not less than 280”.

(2) Sentence 3.4.6.8.(2) of Division B of the Regulation is amended by,

(a) striking out “for stairs”; and

(b) striking out “200” and substituting “180”.

(3) Article 3.4.6.8. of Division B of the Regulation is amended by adding the following Sentence:

(2.1) Steps in flights shall have no open risers,

(a) except as provided in Article 3.3.4.7., and

(b) except for the following stairs:

(i) fire escape stairs,

(ii) stairs that are principally used for maintenance and service, and

(iii) stairs that serve industrial occupancies other than storage garages.

(4) Sentence 3.4.6.8.(3) of Division B of the Regulation is amended by striking out “flight” wherever it appears and substituting in each case “flight”.

(5) Sentence 3.4.6.8.(4) of Division B of the Regulation is amended by,

(a) striking out “run” in the portion before Clause (a) and substituting “run”; and

(b) striking out “flight” at the end of Clause (b) and substituting “flight”.

(6) Sentence 3.4.6.8.(5) of Division B of the Regulation is amended by striking out “run and rise in successive flights” and substituting “run and rise in successive flights”.

(7) Sentence 3.4.6.8.(6) of Division B of the Regulation is revoked and the following substituted:

(6) Reserved

81. Article 3.4.6.9. of Division B of the Regulation is revoked and the following substituted:

3.4.6.9. Curved Flights in Exits

(1) Flights used as an exit shall consist solely of,

(a) straight flights, or

(b) curved flights complying with Sentence (2).

(2) A curved flight used as an exit shall have,

(a) a handrail on each side,

(b) treads with a minimum run of 240 mm,

(c) treads with a run that conforms to Article 3.4.6.8. when measured at a point 300 mm from the centre line of the inside handrail, and

(d) an inside radius that is not less than twice the stair width.

(4) All tapered treads within a flight shall turn in the same direction.

82. Article 3.4.6.11. of Division B of the Regulation is amended by adding the following Sentences:

(1.1) Except as provided in Sentence (2) and where a threshold is used to contain spillage, a threshold for a doorway in an exit shall be not more than 13 mm higher than the surrounding finished floor surface.

. . . . .

(5) Where an exit door leading directly to the outside is subject to being obstructed by a parked vehicle or storage because of its location, a visible sign prohibiting such obstructions shall be permanently mounted on the exterior side of the door.

83. (1) Sentence 3.4.6.12.(1) of Division B of the Regulation is amended by striking out “Sentences (2) and (3)” in the portion before Clause (a) and substituting “Sentences (2) to (4)”.

(2) Article 3.4.6.12. of Division B of the Regulation is amended by adding the following Sentence:

(4) Exit doors need not conform to Sentence (1) where they serve,

(a) storage garages serving not more than one dwelling unit,

(b) accessory buildings serving not more than one dwelling unit, or

(c) storage suites not more than 28 m² in area that are on the first storey of a warehouse and open directly outdoors at ground level.

84. Sentence 3.4.6.14.(1) of Division B of the Regulation is amended by striking out “Sentence (2) an exit” and substituting “Sentences (2) and 3.4.6.12.(4), an exit”.

85. Article 3.4.6.18. of Division B of the Regulation is revoked and the following substituted:

3.4.6.18. Emergency Crossover Access to Floor Areas

(1) Except as permitted in Sentence (2), doors providing access to floor areas from exit stairs shall not have locking devices to prevent entry into any floor area from which the travel distance up or down to an unlocked door is more than 2 storeys.

(2) Doors referred to in Sentence (1) are permitted to be equipped with electromagnetic locks provided they comply with Sentences 3.4.6.16.(4) and (5).

(3) Doors referred to in Sentence (1) shall be identified by a permanently mounted sign on the stair side to indicate that they are openable from that side.

(4) Locked doors intended to prevent entry into a floor area from an exit stair shall,

(a) be identified by a permanently mounted sign on the stair side to indicate the location of the nearest unlocked door in each direction of travel, and

(b) be openable with a master key that fits all locking devices and is kept in a designated location accessible to firefighters or be provided with a wired glass panel not less than 0.0645 m² in area and located not more than 300 mm from the door opening hardware.

(5) Where access to a floor area is required by Sentence (1), access through unlocked doors to the floor area from at least one other exit shall also be provided.

(6) In a building not more than 6 storeys in building height, doors providing access from exit stairs to a floor area containing a hotel are permitted to have locking devices to prevent entry into the floor area provided the requirements in Clause (4)(b) are complied with.

86. Sentence 3.4.7.5.(4) of Division B of the Regulation is amended by striking out “flight of stairs” in the portion before Clause (a) and substituting “flight”.

87. (1) Sentence 3.6.2.7.(1) of Division B of the Regulation is amended by striking out “solid masonry” and substituting “solid masonry”.

(2) Sentence 3.6.2.7.(8) of Division B of the Regulation is amended by striking out “Sentence 3.3.1.19.(2)” at the end and substituting “Sentence 3.3.1.19.(4)”.

88. Sentence 3.6.3.1.(1) of Division B of the Regulation is amended by striking out “Except as required by Section 3.5.” at the beginning and substituting “Except as provided in Section 3.5. and Articles 3.6.3.3. and 3.6.3.5.”.

89. Sentence 3.6.3.2.(1) of Division B of the Regulation is amended by striking out “Article 3.1.5.12.” at the end and substituting “Article 3.1.5.12A.”.

90. Subsection 3.6.3. of Division B of the Regulation is amended by adding the following Article:

3.6.3.5. Grease Duct Enclosures

(1) Except as provided in Sentence (2), fire separations enclosing grease ducts for commercial cooking operations shall conform to NFPA 96, “Ventilation Control and Fire Protection of Commercial Cooking Operations”.

(2) The fire-resistance rating of field-applied and factory-built grease duct enclosure assemblies shall be determined in conformance with CAN/ULC-S144, “Fire Resistance Test - Grease Duct Assemblies”.

91. Sentence 3.6.4.2.(1) of Division B of the Regulation is amended by striking out “A horizontal service space” at the beginning and substituting “Except as provided in Article 3.6.3.5., a horizontal service space”.

92. (1) Subclause 3.6.4.3.(1)(a)(iv) of Division B of the Regulation is amended by striking out “Fire and Smoke Characteristics of Electrical Wiring and Cables” and substituting “Fire and Smoke Characteristics of Electrical Wiring, Cables and Non-Metallic Raceways”.

(2) Sentence 3.6.4.3.(2) of Division B of the Regulation is amended by striking out “and” at the end of Clause (b), by adding “and” at the end of Clause (c) and by adding the following Clause:

(d) activate at a temperature approximately 30°C above the normal maximum temperature that occurs in the return-air plenum, whether the air duct system is operating or shut down.

(3) Sentence 3.6.4.3.(3) of Division B of the Regulation is revoked.

93. Clause 3.7.4.2.(11)(b) of Division B of the Regulation is revoked and the following substituted:

(b) have a manual control that,

(i) has a lever type handle or is otherwise operable with a closed fist,

(ii) does not require the application of continuous force to maintain water flow, and

(iii) where metered, provides at least 10 s of water flow.

94. Sentence 3.7.5.2.(1) of Division B of the Regulation is revoked and the following substituted:

(1) All medical gas piping systems shall be designed, constructed, installed and tested in conformance with,

(a) CSA Z7396.1, “Medical Gas Piping Systems - Part 1: Pipelines for Medical Gases, Medical Vacuum, Medical Support Gases, and Anaesthetic Gas Scavenging Systems”, and

(b) the provisions of the Fire Code made under the Fire Protection and Prevention Act, 1997 or, in the absence of such provisions, Part 3 of Division B of the CCBFC NRCC 56192, “National Fire Code of Canada”.

95. Clauses 3.8.1.5.(1)(a) to (c) of Division B of the Regulation are revoked and the following substituted:

(a) be mounted,

(i) 1 200 mm above the finished floor, in the case of a thermostat or a manual pull station, and

(ii) not less than 900 mm and not more than 1 100 mm above the finished floor, in the case of all other controls, and

(b) be located so as to be adjacent to and centred on either the length or the width of a clear floor space of 810 mm by 1 370 mm, and

(i) using one hand, without requiring tight grasping, pinching with fingers or twisting of the wrist, and with a force of not more than 22.2 N, in the case of a manual pull station, and

(ii) using a closed fist and with a force of not more than 22.2 N, in the case of all other controls.

96. (1) Clause 3.8.2.3.(3)(b) of Division B of the Regulation is amended by adding “or enclosures” after “water closet stalls”.

(2) The heading to Column 2 of Table 3.8.2.3.B. of Division B of the Regulation is amended by adding “or Enclosures” after “Water Closet Stalls”.

(3) Clause 3.8.2.3.(6)(a) of Division B of the Regulation is amended by striking out “3.8.3.10.(5)” and substituting “3.8.3.10.(4)”.

(4) Clause 3.8.2.3.(6)(b) of Division B of the Regulation is amended by adding “or enclosure” after “water closet stall”.

97. (1) Sentence 3.8.3.3.(16) of Division B of the Regulation is revoked and the following substituted:

(16) Reserved

(2) Clauses 3.8.3.3.(17)(e) and (f) of Division B of the Regulation are revoked and the following substituted:

(e) be located to allow persons to activate the opening of the door from either direction of travel,

(f) be located so that the path of travel is not obstructed,

(g) be located in a clearly visible position, and

(h) contain a sign incorporating the International Symbol of Access.

(3) Clause 3.8.3.3.(19)(e) of Division B of the Regulation is amended by striking out “it shall comply with Sentences (16) and (17)” at the end and substituting “the control for the power door operator shall comply with Sentence (17)”.

98. Subclause 3.8.3.4.(1)(e)(v) of Division B of the Regulation is revoked and the following substituted:

(v) be provided with a clearance that conforms to Sentence 3.4.6.5.(13), and

99. (1) Sentence 3.8.3.8.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Every barrier-free water closet stall or enclosure in a washroom described in Sentence 3.8.2.3.(3) or (4) shall,

(a) have a clear turning space within the stall or enclosure of at least 1 500 mm in diameter,

(b) have a clear floor space in front of the stall or enclosure of at least 1 500 mm in diameter,

(i) is capable of being latched from the inside with a mechanism conforming to Subclause 3.8.1.5.(1)(b)(ii),

(ii) in an open position, has a clear opening of at least 860 mm wide,

(iii) swings outward, unless 820 mm by 1 440 mm clear floor area is provided within the stall to permit the door to be closed without interfering with the wheelchair,

(iv) is self-closing so that, when at rest, the door remains open not more than 50 mm beyond the jamb,

(v) is provided with a horizontal, D-shaped, visually contrasting door pull on both sides of the door, mounted on the vertical centre line of the door, located at a height not less than 800 mm and not more than 1 000 mm above the finished floor,

(vi) is aligned with a clear transfer space required by Subclause (2)(a)(ii) or Clause (2)(b), and

(vii) is capable of having the latch required by Subclause (i) released from the outside in case of an emergency,

(d) be equipped with a water closet conforming to Article 3.8.3.9. that is located in accordance with Clause (2)(a) or (b),

(e) be equipped with a coat hook mounted not more than 1 200 mm above the finished floor on a side wall and projecting not more than 50 mm from the wall,

(f) have a clearance of at least 1 700 mm between the outside of the stall face and the face of an in-swinging washroom door and 1 400 mm between the outside of the stall face and any wall-mounted fixture or other obstruction, and

(g) be equipped with a toilet paper dispenser mounted on the side wall closest to the water closet so that,

(i) the dispenser is located below the grab bar,

(ii) the closest edge of the dispenser is 300 mm from the front of the water closet seat, and

(iii) the bottom of the dispenser is 600 mm to 800 mm above the finished floor.

(2) Sentence 3.8.3.8.(2) of Division B of the Regulation is amended by striking out “Clause (1)(c)” in the portion before Clause (a) and substituting “Clause (1)(d)”.

(3) Clause 3.8.3.8.(7)(b) of Division B of the Regulation is amended by striking out “35 mm” and substituting “30 mm”.

(4) Clause 3.8.3.8.(8)(e) of Division B of the Regulation is amended by striking out “35 mm” and substituting “30 mm”.

(5) Sentence 3.8.3.8.(10) of Division B of the Regulation is amended by adding “or enclosure” after “water closet stall” in the portion before Clause (a).

100. Articles 3.8.3.9. and 3.8.3.10. of Division B of the Regulation are revoked and the following substituted:

3.8.3.9. Water Closets

(1) A water closet described in Clause 3.8.3.8.(1)(d) or (10)(c) or 3.8.3.12.(1)(d) shall,

(a) be equipped with a seat located at not less than 430 mm and not more than 485 mm above the finished floor,

(b) flush automatically or be equipped with a flushing control that,

(i) is located between 500 mm and 900 mm above the finished floor,

(ii) is operable from the transfer side, and

(iii) is operable using a closed fist and with a force of not more than 22.2 N, and

3.8.3.10. Urinals

(1) Where more than one urinal is provided in a washroom described in Sentence 3.8.2.3.(3) or (4), at least one urinal shall,

(a) be mounted with the rim located not more than 430 mm above the finished floor,

(b) have a clear floor space at least 800 mm wide that is perpendicular to, and centred on, the urinal and is unobstructed by privacy screens, and

(2) A urinal described in Sentence (1) shall,

(a) flush automatically or be equipped with a flushing control that is,

(i) located between 900 mm and 1 100 mm above the finished floor, and

(ii) operable using a closed fist and with a force of not more than 22.2 N, and

(b) have installed on each side, a vertically mounted grab bar that,

(i) complies with Article 3.8.3.8.(7),

(ii) is not less than 600 mm long, with its centre line 1 000 mm above the finished floor, and

(iii) is located not more than 380 mm from the centre line of the urinal.

(3) Where privacy screens are installed for a urinal described in Sentence (1), they shall,

(a) be mounted a minimum of 460 mm from the centre line of the urinal, and

(b) have a clearance of at least 50 mm from the grab bars required by Clause (2)(b).

(4) Where more than one urinal is provided in a washroom described in Sentence 3.8.2.3.(6), at least one urinal conforming to Sentences (1) to (3) shall be provided in the washroom.

101. (1) Sentence 3.8.3.11.(1) of Division B of the Regulation is revoked and the following substituted:

(1) A washroom described in Sentence 3.8.2.3.(2), (3) or (4) shall be provided with a lavatory that shall,

(a) be located so that the distance between the centre line of the lavatory and the side wall is not less than 460 mm,

(b) have a rim height not more than 865 mm above the finished floor,

(i) 920 mm wide,

(ii) 735 mm high at the front edge,

(iii) 685 mm high at a point 200 mm back from the front edge, and

(iv) 350 mm high over the distance from a point 280 mm to a point 430 mm back from the front edge,

(d) have insulated pipes where they would otherwise present a burn hazard or have water supply temperature limited to a maximum of 43°C,

(e) be equipped with faucets that,

(i) operate automatically or comply with 3.7.4.2.(11)(b)(i) and (ii), and

(ii) are located so that the distance from the centre line of the faucet to the edge of the basin or, where the basin is mounted in a vanity, to the front edge of the vanity, is not more than 485 mm,

(f) have a minimum 1 370 mm deep floor space to allow for a forward approach, of which a maximum of 500 mm can be located under the lavatory,

(g) have a soap dispenser that,

(i) operates automatically or is operable using a closed fist and with a force of not more than 22.2 N, and

(ii) is located not more than 1 100 mm above the finished floor, within 500 mm from the front of the lavatory, and,

(h) have a towel dispenser or other hand drying equipment that is,

(i) located to be accessible to persons in wheelchairs,

(ii) located so that the dispensing height is not more than 1 200 mm above the finished floor,

(iii) operable with one hand, and

(iv) located not more than 610 mm, measured horizontally, from the edge of the lavatory.

(2) Sentence 3.8.3.11.(3) of Division B of the Regulation is amended by striking out “except those located in water closet stalls or described in Clause (1)(g)” in the portion before Clause (a) and substituting “other than those located in water closet stalls or enclosures and those described in Clause (1)(g)”.

102. (1) Clause 3.8.3.12.(1)(b) of Division B of the Regulation is revoked and the following substituted:

(b) have a door that,

(i) complies with Article 3.8.3.3.,

(ii) has a graspable latch-operating mechanism that is,

(A) operable using a closed fist and with a force of not more than 22.2 N, and

(B) located between 900 mm and 1 000 mm above the finished floor, and

(iii) is capable of being locked from the inside and released from the outside in case of emergency,

(2) Clause 3.8.3.12.(1)(i) of Division B of the Regulation is revoked and the following substituted:

(i) be provided with a door equipped with a power door operator,

103. (1) Sentence 3.8.3.13.(2) of Division B of the Regulation is revoked and the following substituted:

(2) A barrier-free shower required by Sentence (1) shall,

(a) be not less than 1 500 mm wide and 900 mm deep,

(b) have a clear floor space at the entrance to the shower not less than 900 mm deep and the same width as the shower, except that fixtures are permitted to project into that space provided they do not restrict access to the shower,

(d) have a slip-resistant floor surface,

(e) have a threshold that is level with the adjacent finished floor or a bevelled threshold not more than 13 mm higher than the adjacent finished floor,

(f) have a hinged seat, other than a spring-loaded hinged seat, or a fixed seat that shall,

(i) be not less than 450 mm wide and 400 mm deep,

(ii) be mounted on the same side wall as the vertical grab bar between 460 mm and 480 mm above the finished floor,

(iii) be designed to carry a minimum load of 1.3 kN,

(iv) be located so that the edge of the seat is within 500 mm of the shower controls, and

(v) have a smooth and slip-resistant surface and no rough edges,

(g) have two grab bars,

(i) that conform to Sentence 3.8.3.8.(7) and do not obstruct the use of the shower controls,

(ii) one of which is 1 000 mm long vertically located on the side wall between 50 mm and 80 mm from the adjacent clear floor area, and with the lower end between 600 mm and 650 mm above the finished floor, and

(iii) one of which is L-shaped, located on the wall opposite the entrance to the shower, with a 1 000 mm long horizontal component mounted between 750 mm and 870 mm above the finished floor and a 750 mm long vertical component mounted between 400 mm and 500 mm from the side wall on which the vertical grab bar described in Subclause (ii) is mounted,

(h) have a pressure-equalizing or thermostatic mixing valve that,

(i) is operable using a closed fist and with a force of not more than 22.2 N,

(ii) is mounted on the wall opposite the entrance to the shower no more than 1 200 mm above the finished floor, and

(iii) is located within reach of the seat,

(i) have a hand-held shower head with not less than 1 800 mm of flexible hose located so that it,

(i) can be reached from a seated position,

(ii) can be used in a fixed position at a height of 1 200 mm and 2 030 mm from the finished floor, and

(iii) does not obstruct the use of the grab bars, and

(j) have fully recessed soap holders that can be reached from the seated position.

(2.1) All other controls installed in a shower described in Sentence (2) shall comply with Subclauses (2)(h)(i) to (iii).

(2) Sentence 3.8.3.13.(4) of Division B of the Regulation is revoked and the following substituted:

(4) Individual bathtubs that are provided for the use of patients or residents in buildings of Group B, Division 2 or 3 occupancy shall,

(a) be located in a room with a clear floor space not less than 1 500 mm in diameter,

(b) be not less than 1 500 mm long,

(d) have faucets that,

(i) are operable using a closed fist and with a force of not more thant 22.2 N, and

(ii) are located on the centre line of the bathtub or between the centre line of the bathtub and the exterior edge of the bathtub rim, at a maximum height of 450 mm above the rim,

(e) unless the bathtub is free-standing, have three grab bars,

(i) conforming to Sentence 3.8.3.8.(7),

(ii) that are not less than 1 200 mm long,

(iii) two of which are located vertically at each end of the bathtub, mounted between 80 mm and 280 mm above the bathtub rim, and

(iv) one of which is located horizontally along the full length of the bathtub, mounted between 80 mm and 280 mm above the bathtub rim,

(f) have a slip-resistant bottom surface, and

(g) be equipped with a hand-held shower head with not less than 1 800 mm of flexible hose that can be used in a fixed position at a height of 1 200 mm and 2 030 mm and does not obstruct the use of the grab bars.

(3) Sentence 3.8.3.13.(5) of Division B of the Regulation is amended by striking out “1 440 mm” and substituting “1 500 mm”.

104. Sentence 3.13.3.3.(2) of Division B of the Regulation is amended by striking out “flight of stairs” and substituting “flight”.

105. (1) Sentence 4.1.3.2.(7) of Division B of the Regulation is revoked and the following substituted:

(7) The companion-load factor for live loads, L in Table 4.1.3.2.A. and LXC in Table 4.1.3.2.B. shall be increased by 0.5 for storage areas and for equipment areas and service rooms referred to in Table 4.1.5.3.

(2) Tables 4.1.3.2.A. and 4.1.3.2.B. of Division B of the Regulation are revoked and the following substituted:

Table 4.1.3.2.A.
Load Combinations without Crane Loads for Ultimate Limit States

Forming Part of Sentences 4.1.3.2.(2) and (5) to (10)

Item	Column 1 Case	Column 2 Load Combination⁽¹⁾ Principal Loads	Column 3 Load Combination⁽¹⁾ Companion Loads
1.	1	1.4D⁽²⁾	---
2.	2	(1.25D⁽³⁾ or 0.9D⁽⁴⁾) +1.5L⁽⁵⁾	1.0S⁽⁶⁾ or 0.4W
3.	3	(1.25D⁽³⁾ or 0.9D⁽⁴⁾) +1.5S	1.0L⁽⁶⁾⁽⁷⁾ or 0.4W
4.	4	(1.25D⁽³⁾ or 0.9D⁽⁴⁾) +1.4W	0.5L⁽⁷⁾ or 0.5S
5.	5	1.0D⁽⁴⁾ + 1.0E⁽⁸⁾	0.5L⁽⁶⁾⁽⁷⁾ + 0.25S⁽⁶⁾

Notes to Table 4.1.3.2.A.:

⁽¹⁾ See Sentences 4.1.3.2.(2), (3) and (4).

⁽²⁾ See Sentence 4.1.3.2.(9).

⁽³⁾ See Sentence 4.1.3.2.(8).

⁽⁴⁾ See Sentence 4.1.3.2.(5).

⁽⁵⁾ See Sentence 4.1.3.2.(6).

⁽⁶⁾ See Article 4.1.5.5.

⁽⁷⁾ See Sentence 4.1.3.2.(7).

⁽⁸⁾ See Sentence 4.1.3.2.(10).

Table 4.1.3.2.B.
Load Combinations with Crane Loads for Ultimate Limit States

Forming Part of Sentences 4.1.3.2.(2), (5) to (8) and (10)

Item	Column 1 Case	Column 2 Load Combination⁽¹⁾ Principal Loads	Column 3 Load Combination⁽¹⁾ Companion Loads
1.	1	(1.25D⁽²⁾or 0.9D⁽³⁾) + (1.5C + 1.0LXC)	1.0S⁽⁴⁾ or 0.4W
2.	2	(1.25D⁽²⁾ or 0.9D⁽³⁾) +(1.0C + 1.5LXC⁽⁵⁾)	1.0S⁽⁴⁾ or 0.4W
3.	3	(1.25D⁽²⁾ or 0.9D⁽³⁾) +1.5S	1.0C + 1.0LXC⁽⁴⁾⁽⁶⁾
4.	4	(1.25D⁽²⁾ or 0.9D⁽³⁾) +1.4W	1.0C⁽⁷⁾ + 0.5LXC⁽⁴⁾⁽⁶⁾
5.	5	(1.25D⁽²⁾ or 0.9D⁽³⁾) +C₇	---
6.	6	1.0D⁽³⁾ + 1.0E⁽⁸⁾	1.0C_d + 0.5LXC⁽⁴⁾⁽⁶⁾ + 0.25S⁽⁴⁾

Notes to Table 4.1.3.2.B.:

⁽¹⁾ See Sentences 4.1.3.2.(2) to (4).

⁽²⁾ See Sentence 4.1.3.2.(8).

⁽³⁾ See Sentence 4.1.3.2.(5).

⁽⁴⁾ See Article 4.1.5.5.

⁽⁵⁾ See Sentence 4.1.3.2.(6).

⁽⁶⁾ See Sentence 4.1.3.2.(7).

⁽⁷⁾ Side thrust due to cranes need not be combined with full wind load.

⁽⁸⁾ See Sentence 4.1.3.2.(10).

106. Article 4.1.5.14. of Division B of the Regulation is revoked and the following substituted:

4.1.5.14. Loads on Guards and Handrails

(1) The minimum specified horizontal load applied outward at the minimum required height of every required guard shall be,

(a) 3.0 kN/m for open viewing stands without fixed seats and for means of egress in grandstands, stadia, bleachers and arenas,

(b) a concentrated load of 1.0 kN applied at any point so as to produce the most critical effect, for access ways to equipment platforms, contiguous stairs and similar areas where the gathering of many people is improbable, and

(c) 0.75 kN/m or a concentrated load of 1.0 kN applied at any point so as to produce the most critical effect, whichever governs for locations other than those described in Clauses (a) and (b).

(2) The minimum specified horizontal load applied inward at the minimum required height of every required guard shall be half that specified in Sentence (1).

(3) Individual elements within the guard, including solid panels and pickets, shall be designed for a load of 0.5 kN applied outward over an area of 100 mm by 100 mm located at any point in the element or elements so as to produce the most critical effect.

(4) The size of the opening between any two adjacent vertical elements within a guard shall not exceed the limits required by Part 3 when each of these elements is subjected to a specified live load of 0.1 kN applied in opposite directions in the in-plane direction of the guard so as to produce the most critical effect.

(5) The loads required in Sentence (3) need not be considered to act simultaneously with the loads provided for in Sentences (1), (2) and (6).

(6) The minimum specified load applied vertically at the top of every required guard shall be 1.5 kN/m and need not be considered to act simultaneously with the horizontal load provided for in Sentence (1).

(7) Handrails and their supports shall be designed and constructed to withstand the following loads, which need not be considered to act simultaneously:

(a) a concentrated load not less than 0.9 kN applied at any point and in any direction for all handrails, and

(b) a uniform load not less than 0.7 kN/m applied in any direction to handrails not located within dwelling units.

107. (1) Sentence 4.1.5.15.(1) of Division B of the Regulation is amended by adding “so as to produce the most critical effect” at the end.

(2) Article 4.1.5.15. of Division B of the Regulation is amended by adding the following Sentence:

(2) The loads described in Sentence (1) need not be considered to act simultaneously with the loads provided for in Article 4.1.5.14.

108. Sentence 4.1.5.16.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Where the floor elevation on one side of a wall, including a wall around a shaft, is more than 600 mm higher than the elevation of the floor or ground on the other side, the wall shall be designed to resist the appropriate outward lateral design loads prescribed elsewhere in this Subsection or 0.5 kPa acting outward, whichever produces the more critical effect.

109. Article 4.1.6.2. of Division B of the Regulation is revoked and the following substituted:

4.1.6.2. Specified Snow Load

(1) The specified load, S, due to snow and associated rain accumulation on a roof or any other building surface subject to snow accumulation shall be calculated from the formula,

S = I_s [S_s (C_bC_wC_sC_a) + S_r]

where,

I_s = importance factor for snow load as provided in Table 4.1.6.2.A.,

S_s = 1-in-50-year ground snow load, in kPa, determined in accordance with Subsection 1.1.2.,

C_b = basic roof snow load factor in Sentence (2),

C_w = wind exposure factor in Sentences (3) and (4),

C_s = slope factor in Sentences (5), (6) and (7),

C_a = accumulation factor in Sentence (8), and

S_r = 1-in-50-year associated rain load, in kPa, determined in accordance with Subsection 1.1.2., but not greater than S_s(C_bC_wC_sC_a).

Table 4.1.6.2.A.
Importance Factor for Snow Load, I_S

Forming Part of Sentence 4.1.6.2.(1)

Item	Column 1 Importance Category	Column 2 Importance Factor, I_s ULS	Column 3 Importance Factor, I_s SLS
1.	Low	0.8	0.9
2.	Normal	1	0.9
3.	High	1.15	0.9
4.	Post-disaster	1.25	0.9

(2) The basic roof snow load factor, C_b, shall be,

(a) for , 0.8, and

(b) for ,

(i) calculated using the following formula:

where,

l_c =characteristic length of the upper or lower roof, defined as 2w-w²/l, in metres,

w = smaller plan dimension of the roof, in metres, and

l = larger plan dimension of the roof, in metres, or

(ii) determined in accordance with Table 4.1.6.2.B., using linear interpolation for intermediate values of

Table 4.1.6.2.B
Basic Roof Snow Load Factor for

Forming Part of Sentence 4.1.6.2.(2)

Item	Column 1 Value of	Column 2 Value of C_b where C_w = 1.0	Column 3 Value of C_b where C_w = 0.75	Column 4 Value of C_b where C_w = 0.5
1.	70	0.80	0.80	0.80
2.	80	0.82	0.85	0.91
3.	100	0.85	0.94	1.11
4.	120	0.88	1.01	1.27
5.	140	0.90	1.07	1.40
6.	160	0.92	1.12	1.51
7.	180	0.93	1.16	1.60
8.	200	0.95	1.19	1.67
9.	220	0.96	1.21	1.73
10.	240	0.96	1.24	1.78
11.	260	0.97	1.25	1.82
12.	280	0.98	1.27	1.85
13.	300	0.98	1.28	1.88
14.	320	0.98	1.29	1.90
15.	340	0.99	1.30	1.92
16.	360	0.99	1.30	1.93
17.	380	0.99	1.31	1.95
18.	400	0.99	1.31	1.96
19.	420	0.99	1.32	1.96
20.	440	1.00	1.32	1.97
21.	460	1.00	1.32	1.98
22.	480	1.00	1.32	1.98
23.	500	1.00	1.33	1.98
24.	520	1.00	1.33	1.99
25.	540	1.00	1.33	1.99
26.	560	1.00	1.33	1.99
27.	580	1.00	1.33	1.99
28.	600	1.00	1.33	1.99
29.	620	1.00	1.33	2.00

(3) Except as provided for in Sentence (4), the wind exposure factor, C_w, shall be 1.0.

(4) For buildings in the Low and Normal Importance Categories as set out in Table 4.1.2.1.B., the wind exposure factor given in Sentence (3) may be reduced to 0.75 in rural areas, or to 0.5 in exposed areas north of the treeline, where,

(a) the building is exposed on all sides to wind over open terrain as defined in Clause 4.1.7.1.(5)(a) , and is expected to remain so during its life,

(b) the area of roof under consideration is exposed to the wind on all sides with no significant obstructions on the roof, such as parapet walls, within a distance of at least 10 times the difference between the height of the obstruction and C_bC_wS_s/γ metres, where γ is the unit weight of snow on roofs as specified in Article 4.1.6.13., and

(5) Except as provided for in Sentences (6) and (7), the slope factor, C_s, shall be,

(a) 1.0 where the roof slope, α, is equal to or less than 30°,

(b) (70° - α)/40° where α is greater than 30° but not greater than 70°, and

(6) The slope factor, C_s, for unobstructed slippery roofs where snow and ice can slide completely off the roof shall be,

(a) 1.0 when the roof slope, α, is equal to or less than 15°,

(b) (60° - α)/45° when α is greater than 15°, but not greater than 60°, and

(7) Except as otherwise provided in this Subsection, the slope factor, C_s, shall be 1.0 when used in conjunction with accumulation factors for increased snow loads.

(8) The accumulation factor, C_a, shall be 1.0, which corresponds to the uniform snow load case, except that where appropriate for the shape of the roof, it shall be assigned other values that account for,

(a) increased non-uniform snow loads due to snow drifting onto a roof that is at a level lower than other parts of the same building or at a level lower than another building within 5 m of it horizontally, as prescribed in Articles 4.1.6.5., 4.1.6.6. and 4.1.6.8.,

(b) increased non-uniform snow loads on areas adjacent to roof projections, such as penthouses, large chimneys and equipment, as prescribed in Articles 4.1.6.7. and 4.1.6.8.,

(i) gable roofs, as prescribed in Article 4.1.6.9., and

(ii) arched roofs, curved roofs and domes, as prescribed in Article 4.1.6.10.,

(d) increased snow or ice loads due to snow sliding, as prescribed in Article 4.1.6.11.,

(e) increased snow loads in roof valleys, as prescribed in Article 4.1.6.12., and

(f) increased snow or ice loads due to meltwater draining from adjacent building elements and roof projections.

(9) For shapes not addressed in Sentence (8), C_a corresponding to the non-uniform snow load case shall be established based on applicable field observations, special analyses including local climatic effects, appropriate model tests or a combination of these methods.

110. Subsection 4.1.6. of Division B of the Regulation is amended by adding the following Articles:

4.1.6.5. Multi-Level Roofs

(1) The drifting load of snow on a roof adjacent to a higher roof shall be taken as trapezoidal, as shown in Figure 4.1.6.5.A., where the accumulation factor, C_a, is,

C_a = C_a0 – (C_a0 – 1)(x/x_d), for 0 ≤ x ≤ x_d

C_a = 1.0, for x > x_d

where,

C_a0 = peak value of C_a at x = 0 as specified in Sentences (3) and (4) and as shown in Figure 4.1.6.5.A.,

x = distance from roof step as shown in Figure 4.1.6.5.A., and

x_d = length of drift as specified in Sentence (2) and as shown in Figure 4.1.6.5.A.

(2) The length of the drift, x_d, shall be calculated as follows:

where,

γ = specific weight of snow as specified in Article 4.1.6.13.

(3) The value of C_a0 for each of Cases I, II and III shall be the lesser of,

where,

β = 1.0 for Case I and 0.67 for Cases II and III,

h = difference in elevation between the lower roof surface and the top of the parapet on the upper roof as shown in Figure 4.1.6.5.A., and

F=0.35β(square root of (γ(l subscript cs) - 5h subscript p ‘)/(S subscript s)+C subscript b, but F≤5 for C subscript ws = 1.0

where,

C_ws = value for C_w applicable to the source of drifting,

l_cs = the characteristic length of the source area for drifting, defined as , where w_s and l_s are respectively the shorter and longer dimensions of the relevant source areas for snow drifting shown in Figure 4.1.6.5.B. for Cases I, II and III, and

where,

h_p = height of the roof perimeter parapet of the source area, to be taken as zero unless all the roof edges of the source area have parapets.

(4) The value of C_a0 shall be the highest of Cases I, II and III, considering the different roof source areas for drifting snow, as specified in Sentence (3) and Figure 4.1.6.5.B.

Figure 4.1.6.5.A.
Snow Load Factors for Lower Level Roofs

Forming Part of Sentences 4.1.6.5.(1) and (3) and 4.1.6.6.(1)

Image of Figure: Snow Load Factors for Lower Level Roofs.

Notes to Figure 4.1.6.5.A.:

⁽¹⁾ If a > 5 m or h ≤ 0.8S_s/γ, drifting from the higher roof need not be considered.

⁽²⁾ For lower roofs with parapets, C_s = 1.0, otherwise it varies as a function of slope α as defined in Sentences 4.1.6.2.(5) and (6).

Figure 4.1.6.5.B.
Snow Load Cases I, II and III for Lower Level Roofs

Forming Part of Sentences 4.1.6.5.(3) and (4)

Image of Figure: Snow Load Cases I, II and III for Lower Level Roofs.

4.1.6.6. Horizontal Gap between a Roof and a Higher Roof

(1) Where the roof of one building is separated by a distance, a, from an adjacent building with a higher roof as shown in Figure 4.1.6.5.A., the influence of the adjacent building on the value of the accumulation factor, C_a, for the lower roof shall be determined as follows:

(a) if a > 5 m, the influence of the adjacent building on C_a need not be considered, and

(b) if a ≤ 5 m, C_a for the lower roof shall be calculated in accordance with Article 4.1.6.5. for values of x ≥ a.

4.1.6.7. Areas Adjacent to Roof Projections

(1) Except as provided in Sentences (2) and (3), the accumulation factor, C_a, for areas adjacent to roof-mounted vertical projections shall be calculated in accordance with Sentence 4.1.6.5.(1) using the following values for the peak accumulation factor, C_a0, and the drift length, x_d:

(a) C_a0 shall be taken as the lesser of,

(b) x_d shall be taken as the lesser of,

(i) 3.35h, and

(ii) (2/3)l₀,

where,

h = height of the projection, and

l₀ = longest horizontal dimension of the projection.

(2) C_a is permitted to be calculated in accordance with Article 4.1.6.5. for larger projections.

(3) Where the longest horizontal dimension of the roof projection, l₀, is less than 3 m, the drift surcharge adjacent to the projection need not be considered.

4.1.6.8. Snow Drift at Corners

(1) The drift loads on the lower level roof against the two faces of an outside corner of an upper level roof or roof obstruction shall be extended radially around the corner as shown in Figure 4.1.6.8.A. and may be taken as the least severe of the drift loads lying against the two faces of the corner.

(2) The drift loads on the lower level roof against the two faces of an inside corner of an upper level roof or a parapet shall be calculated for each face and applied as far as the bisector of the corner angle as shown in Figure 4.1.6.8.B.

Figure 4.1.6.8.A.
Snow Load at Outside Corner

Forming Part of Sentence 4.1.6.8.(1)

Image of Figure: Snow Load at Outside Corner.

Figure 4.1.6.8.B.
Snow Load at Inside Corner

Forming Part of Sentence 4.1.6.8.(2)

Image of Figure: Snow Load at Inside Corner.

4.1.6.9. Gable Roofs

(1) For all gable roofs, the full and partial load cases defined in Article 4.1.6.3. shall be considered.

(2) For gable roofs with a slope of a > 15°, the unbalanced load case shall also be considered by setting the values of the accumulation factor, C_a, as follows:

(a) on the upwind side of the roof peak, C_a shall be taken as 0, and

(b) on the downwind side of the roof peak, C_a shall be taken as,

(i) 0.25 + a/20, where 15° ≤ a ≤ 20°, and

(ii) 1.25, where 20° < a ≤ 90°.

(3) For all gable roofs, the slope factor, C_s, shall be as prescribed in Sentences 4.1.6.2.(5) and (6).

(4) For all gable roofs, the wind exposure factor, C_w, shall be,

(a) as prescribed in Sentences 4.1.6.2.(3) and (4) for the full and partial load cases, and

(b) 1.0 for the unbalanced load case referred to in Sentence (2).

4.1.6.10. Arch Roofs, Curved Roofs and Domes

(1) For all arch roofs, curved roofs and domes, the full and partial load cases defined in Article 4.1.6.3. shall be considered.

(2) For arch roofs, curved roofs and domes with rise-to-span ratio h/b > 0.05 as shown in Figure 4.1.6.10.A., the load cases provided in Sentences (3) to (7) shall also be considered.

(3) For arch roofs with a slope at the edge αe ≤ 30° as shown in Figure 4.1.6.10.A. and as described in Table 4.1.6.10., C_a shall be,

(a) taken as 0 on the upwind side of the peak, and

(b) on the downwind side of the peak, taken as,

where,

x = horizontal distance from the roof peak,

h = height of arch, and

b = width of arch.

Figure 4.1.6.10.A.
Accumulation Factors for Arch Roofs and Curved Roofs⁽¹⁾

Forming Part of Sentences 4.1.6.10.(2) to (4)

Image of Figure: Accumulation Factors for Arch Roofs and Curved Roofs.

Notes to Figure 4.1.6.10.A.:

⁽¹⁾ Refer to Table 4.1.6.10. for applicable values of C_w and Sentences 4.1.6.2.(5) and (6) for applicable values of C_s.

Table 4.1.6.10.
Load Cases for Arch Roofs, Curved Roofs and Domes

Forming Part of Sentences 4.1.6.10.(3), (4) and (9)

Item	Column 1 Load Case	Column 2 Range of application	Column 3 Arch Roofs, Curved Roofs and Domes C_w	Column 4 Arch Roofs, Curved Roofs and Domes C_a - Upwind Side	Column 5 Arch and Curved Roofs C_a - Downwind Side	Column 6 Domes C_a - Downwind Side
1.	Case I	All values of h/b	As prescribed in Sentences 4.1.6.2.(3) and (4)	1.0	1.0	1.0
2.	Case II	Slope at edge ≤ 30° h/b > 0.05 all values of x	1.0	0.0	C_a = (xh/0.03C_bb²) for h/b ≤ 0.12 C_a = (4x/C_bb) for h/b > 0.12	C_a (x,y) = Ca(x,0)(1 – y/r)
3.	Case II	Slope at edge > 30° h/b > 0.05 0 < x 30	1.0	0.0	C_a = (xh/0.06C_bx₃₀b) for h/b ≤ 0.12 C_a = (2x/C_bx₃₀) for h/b > 0.12	C_a (x,y) = Ca(x,0)(1 – y/r)
4.	Case II	Slope at edge > 30° h/b > 0.05 x₃₀ ≤ x	1.0	0.0	C_a = (h/0.06C_bb) for h/b ≤ 0.12 C_a = (2/C_b) for h/b > 0.12	C_a (x,y) = Ca(x,0)(1 – y/r)

(4) For arch roofs with slope at the edge α_e > 30° as shown in Figure 4.1.6.10.A. and as described in Table 4.1.6.10., C_a, shall be,

(a) taken as 0 on the upwind side of the peak, and

(b) on the downwind side of the peak,

(i) for the part of the roof between the peak and point where the slope α = 30°, taken as,

and

where,

x, h, b = as specified in Sentence (2), and

x₃₀ = value of x where the slope α = 30°, and

(ii) for the part of the roof where the slope α >30°, taken as,

(5) Except as provided in Sentence (6), C_a for curved roofs shall be determined in accordance with the requirements for arch roofs stated in Sentences (3) and (4).

(6) Where the slope, α, of a curved roof at its peak is greater than 10°, C_a shall be determined in accordance with the requirements for gable roofs described in Article 4.1.6.9. using a slope equal to the mean slope of the curved roof.

(7) For domes of circular plan form as shown in Figure 4.1.6.10.B., C_a shall,

(a) along the central axis parallel to the wind, vary in the same way as for an arch roof with the same rise-to-span ratio, h/b, and

(b) off this axis, vary according to,

where,

C_a(x,y) = value of C_a at location (x,y),

C_a(x,0) = value of C_a on the central axis parallel to the wind,

x = distance along the central axis parallel to the wind,

y = horizontal coordinate normal to the x direction, and

r = radio of dome.

Figure 4.1.6.10.B.
Unbalanced Snow Accumulation Factor on a Circular Dome^(1),(2)

Forming Part of Sentence 4.1.6.10.(7)

Image of Figure: Unbalanced Snow Accumulation Factor on a Circular Dome.

Notes to Figure 4.1.6.10.B.:

⁽¹⁾ Refer to Table 4.1.6.10. for applicable values of C_w and Sentences 4.1.6.2.(5) and (6) for applicable values of C_s.

⁽²⁾ Refer to Sentences 4.1.6.10.(3) and (4) for the calculation of C_a(x,0).

(8) For all arch roofs, curved roofs and domes, the slope factor, C_s, shall be as prescribed in Sentences 4.1.6.2.(5) and (6).

(9) For all arch roofs, curved roofs and domes, the wind exposure factor, C_w, shall be as prescribed in Table 4.1.6.10.

4.1.6.11. Snow Loads Due to Sliding

(1) Except as provided in Sentence (2), where an upper roof, or part thereof, slopes downwards with a slope α > 0 towards a lower roof, the snow load, S, on the lower roof, determined in accordance with Articles 4.1.6.2. and 4.1.6.5., shall be augmented in accordance with Sentence (3) to account for the additional load resulting from sliding snow.

(2) Sentence (1) need not apply where,

(a) snow from the upper roof is prevented from sliding by a parapet or other effective means, or

(b) the upper roof is not considered slippery and has a slope less than 20°.

(3) The total weight of additional snow resulting from sliding shall be taken as half the total weight of snow resulting from the uniform load case prescribed in Article 4.1.6.2. with,

(a) the accumulation factor C_a = 1.0 for the relevant part of the upper roof,

(b) the slope factor, C_s, based on the slope of the lower roof, as prescribed in Sentences 4.1.6.2.(5) and (6), and

(c) the sliding snow distributed on the lower roof such that it is a maximum for x = 0 and decreases linearly to 0 at x = x_d, as shown in Figure 4.1.6.11., where x and x_d are as defined in Article 4.1.6.5.

Figure 4.1.6.11.
Snow Distribution on Lower Roof with Sloped Upper Roof

Forming Part of Sentence 4.1.6.11.(3)

Image of Figure: Snow Distribution on Lower Roof with Sloped Upper Roof.

4.1.6.12. Valleys in Curved or Sloped Roofs

(1) For valleys in curved or sloped roofs with a slope α >10°, in addition to the full and partial load cases defined in Article 4.1.6.3., the non-uniform load Cases II and III described in Sentences (2) and (3) shall be considered to account for sliding, creeping and movement of meltwater.

(2) For Case II as shown in Figure 4.1.6.12., the accumulation factor, C_a, shall be calculated as follows:

where,

x = horizontal distance from the bottom of the valley, and

b = twice the horizontal distance between the bottom of the valley and the peak of the roof surface under consideration.

(3) For Case III as shown in Figure 4.1.6.12., C_a shall be calculated as follows:

where,

x, b = as specified in Sentence (2).

Figure 4.1.6.12.
Snow Loads in Valleys of Sloped or Curved Roofs^(1),(2)

Forming Part of Sentences 4.1.6.12.(2) and (3)

Image of Figure: Snow Loads in Valleys of Sloped or Curved Roofs.

Notes to Figure 4.1.6.12.:

⁽¹⁾ C_w= 1.0, as specified in Sentence 4.1.6.2.(3).

⁽²⁾ C_s = 1.0, as specified in Sentence 4.1.6.2.(7).

4.1.6.13. Specific Weight of Snow

(1) For the purposes of calculating snow loads in drifts, the specific weight of snow, γ, shall be taken as the lesser of 4.0 kN/m³ and 0.43S_S + 2.2 kN/m³.

4.1.6.14. Snow Removal

(1) Snow removal by mechanical, thermal, manual or other means shall not be used as a rationale to reduce design snow loads.

4.1.6.15. Ice Loading of Structures

(1) For lattice structures connected to the building, and other building components or appurtenances involving small width elements subject to significant ice accretion, the weight of ice accretion and the effective area presented to wind shall be as prescribed in CSA S37, “Antennas, Towers, and Antenna-Supporting Structures”.

111. Subsection 4.1.7. of Division B of the Regulation is revoked and the following substituted:

4.1.7. Wind Load

4.1.7.1. Specified Wind Load

(1) The specified wind loads for a building and its components shall be determined using the Static, Dynamic or Wind Tunnel Procedure as provided in Sentences (2) to (5).

(2) For the design of buildings that are not classified as dynamically sensitive in accordance with Sentence 4.1.7.2.(1), one of the following procedures shall be used to determine the specified wind loads:

(a) the Static Procedure described in Article 4.1.7.3.,

(b) the Dynamic Procedure described in Article 4.1.7.8., or

(3) For the design of buildings that are classified as dynamically sensitive in accordance with Sentence 4.1.7.2.(2), one of the following procedures shall be used to determine the specified wind loads:

(a) the Dynamic Procedure described in Article 4.1.7.8., or

(b) the Wind Tunnel Procedure described in Article 4.1.7.12.

(4) For the design of buildings that may be subject to wake buffeting or channelling effects from nearby buildings, or that are classified as very dynamically sensitive in accordance with Sentence 4.1.7.2.(3), the Wind Tunnel Procedure described in Article 4.1.7.12. shall be used to determine the specified wind loads.

(5) For the design of cladding and secondary structural members, one of the following procedures shall be used to determine the specified wind loads:

(a) the Static Procedure described in Article 4.1.7.3., or

(b) the Wind Tunnel Procedure described in Article 4.1.7.12.

(6) Computational fluid dynamics shall not be used to determine the specified wind loads for a building and its components.

4.1.7.2. Classification of Buildings

(1) Except as provided in Sentences (2) and (3), a building is permitted to be classified as not dynamically sensitive.

(2) A building shall be classified as dynamically sensitive if,

(a) its lowest natural frequency is less than 1 Hz and greater than 0.25 Hz,

(b) its height is greater than 60 m, or

(c) its height is greater than 4 times its minimum effective width considering all wind directions, where the effective width, w, of a building shall be taken as,

where,

the summations are over the height of the building for a given wind direction,

h_i = the height above grade to level i, and

w_i = the width normal to the wind direction at height h_i.

(3) A building shall be classified as very dynamically sensitive if,

(a) its lowest natural frequency is less than or equal to 0.25 Hz, or

(b) its height is more than 6 times its minimum effective width, where the minimum effective width is determined in accordance with Clause (2)(c).

4.1.7.3. Static Procedure

(1) The specified external pressure or suction due to wind on part or all of a surface of a building shall be calculated using the following formula:

p = I_wqC_eC_tC_gC_p

where,

p = specified external pressure acting statically and in a direction normal to the surface, considered positive when the pressure acts towards the surface and negative when it acts away from the surface,

I_w = importance factor for wind load, as provided in Table 4.1.7.3.,

q = reference velocity pressure, as provided in Sentence (4),

C_e = exposure factor, as provided in Sentences (5) and (7),

C_t = topographic factor, as provided in Article 4.1.7.4.,

C_g = gust effect factor, as provided in Sentence (8), and

C_p = external pressure coefficient, as provided in Articles 4.1.7.5. and 4.1.7.6.

Table 4.1.7.3.
Importance Factor for Wind Load, I_W

Forming Part of Sentences 4.1.7.1.(1) and (3)

Item	Column 1 Importance Category	Column 2 Importance Factor, I_W ULS	Column 3 Importance Factor, I_W SLS
1.	Low	0.8	0.75
2.	Normal	1.0	0.75
3.	High	1.15	0.75
4.	Post-disaster	1.25	0.75

(2) The net wind load for the building as a whole shall be the algebraic difference of the loads on the windward and the leeward surfaces, and in some cases may be calculated as the sum of the products of the external pressures or suctions and the areas of the surfaces over which they are averaged as provided in Sentence (1).

(3) The net specified pressure due to wind on part or all of a surface of a building shall be the algebraic difference, such as to produce the most critical effect, of the external pressure or suction calculated in accordance with Sentence (1) and the specified internal pressure or suction due to wind calculated as follows:

p_i = I_wqC_eiC_tC_giC_pi

where,

p_i = specified internal pressure acting statically and in a direction normal to the surface, either as a pressure directed toward the surface or as a suction directed away from the surface,

I_w = importance factor for wind load, as defined in Sentence (1)

q = reference velocity pressure, as defined in Sentence (1)

C_ei = exposure factor for internal pressure, as provided in Sentence (7),

C_t = topographic factor, as defined in Sentence (1),

C_gi = internal gust effect factor, as provided in Sentence (10), and

C_pi = internal pressure coefficient, as provided in Article 4.1.7.7.

(4) The reference velocity pressure, q, shall be the appropriate value determined in conformance with Subsection 1.1.2. based on a probability of being exceeded in any one year of 1-in-50.

(5) The exposure factor C_e, shall be based on the reference height, h, determined in accordance with Sentence (6) for the surface or part of the surface under consideration and shall be,

(a) (h/10)^0.2 but not less than 0.9 for open terrain, where open terrain is level terrain with only scattered buildings, trees or other obstructions, open water or shorelines thereof,

(b) 0.7(h/12)^0.3 but not less than 0.7 for rough terrain, where rough terrain is suburban, urban or wooded terrain extending upwind from the building uninterrupted for at least 1 km or 20 times the height of the building, whichever is greater, or

(c) an intermediate value between the two exposures defined in Clauses (a) and (b) in cases where the site is less than 1 km or 20 times the height of the building from a change in terrain conditions, whichever is greater, provided an appropriate interpolation method is used.

(6) The reference height, h, shall be determined as follows:

(a) for buildings with height less than or equal to 20 m and less than the smaller plan dimension, h shall be the mid-height of the roof above grade, but shall not be less than 6 m,

(b) for other buildings, h shall be,

(i) the actual height above grade of the point on the windward wall for which external pressures are being calculated,

(ii) the mid-height of the roof for pressures on surfaces parallel to the wind direction, and

(iii) the mid-height of the building for pressures on the leeward wall, and

(7) The exposure factor for internal pressure, C_ei, shall be determined as follows:

(a) for buildings whose height is greater than 20 m and that have a dominant opening, C_ei shall be equal to the exposure factor for external pressures, C_e, calculated at the mid-height of the dominant opening, and

(b) for other buildings, C_ei shall be the same as the exposure factor for external pressures, C_e, calculated for a reference height, h, equal to the mid-height of the building or 6 m, whichever is greater.

(8) Except as provided in Sentences (9) and 4.1.7.6.(1), the gust effect factor, C_g, shall be one of the following values:

(a) 2.0 for the building as a whole and main structural members, or

(b) 2.5 for external pressures and suctions on secondary structural members including cladding.

(9) For cases where C_g and C_p are combined into a single product, C_pC_g, as provided in Article 4.1.7.6., the values C_p and C_g need not be independently specified.

(10) The internal gust effect factor, C_gi, shall be 2.0, except it is permitted to be calculated using the following equation for large structures enclosing a single large unpartitioned volume that does not have numerous overhead doors or openings:

Image of equation: C subscript gi = 1 + 1 / the square root of (1 + (V subscript 0)/6950A)

where,

V₀ = internal volume in m³, and

A = total area of all exterior openings of the volume in m².

4.1.7.4. Topographic Factor

(1) Except as provided in Sentence (2), the topographic factor, C_t, shall be taken as 1.0.

(2) For buildings on hills or escarpments with slope, H_h/(2L_h), greater than 0.1 as shown in Figure 4.1.7.4., the topographic factor, C_t, shall be calculated as follows:

where,

ΔS_max = applicable values from Table 4.1.7.4.,

x = horizontal distance from the peak of the hill or escarpment,

L_h = horizontal distance upwind from the peak to the point where the ground surface lies at half the height of the hill or escarpment, or 2H_h where H_h is the height of the hill or escarpment, whichever is greater,

z = height above ground, and

k and α = applicable constants from Table 4.1.7.4. based on shape of hill or escarpment.

Figure 4.1.7.4.
Speed-up of Mean Velocity on a Hill or Escarpment⁽¹⁾

Forming Part of Sentence 4.1.7.4.(2)

Image of Figure: Speed-up of Mean Velocity on a Hill or Escarpment

Notes to Figure 4.1.7.4.:

⁽¹⁾ V(z) = wind speed.

Table 4.1.7.4.
Parameters for Maximum Speed-up Over Hills and Escarpments

Forming Part of Sentence 4.1.7.4.(2)

Item	Column 1 Shape of Hill or Escarpment	Column 2 ΔS_max⁽¹⁾	Column 3 α	Column 4 k, where x < 0	Column 5 k, where x ≥ 0
1.	2-dimensional hill	2.2 H_h/L_h	3	1.5	1.5
2.	2-dimensional escarpment	1.3 H_h/L_h	2.5	1.5	4
3.	3-dimensional axi-symmetrical hill	1.6 H_h/L_h	4	1.5	1.5

Notes to Table 4.1.7.4.:

⁽¹⁾ For H_h/L_h > 0.5, assume H_h/L_h = 0.5 and substitute 2 H_h for L_h in the equation for ΔS.

4.1.7.5. External Pressure Coefficients

(1) Applicable values of external pressure coefficients, C_p, are provided in,

(a) Sentences (2) to (5), and

(b) Article 4.1.7.6. for certain shapes of low buildings.

(2) For the design of the main structural system, the value of C_p shall be established as follows, where H is the height of the building and D is the width of the building parallel to the wind direction:

(a) on the windward face,

C_p = 0.6 for H/D < 0.25

= 0.27(H/D + 2) for 0.25 ≤ H/D < 1.0

= 0.8 for H/D ≥ 1.0,

(b) on the leeward face,

C_p = –0.3 for H/D < 0.25

= –0.27(H/D + 0.88) for 0.25 ≤ H/D < 1.0

= –0.5 for H/D ≥ 1.0, and

(3) For the design of roofs, the value of C_p shall be established as follows, where x is the distance from the upwind edge of the roof:

(a) for H/D ≥ 1.0, C_p = –1.0, and

(b) for H/D <1.0,

C_p = –1.0 for x ≤ H

= –0.5 for x > H

(4) For the design of the cladding and of secondary structural elements supporting the cladding, the value of C_p shall be established as follows, where W and D are the widths of the building:

(a) on walls, C_p shall be taken as ±0.9, except that within a distance equal to the larger of 0.1D and 0.1W from a building corner the negative value of C_p shall be taken as –1.2,

(b) on walls where vertical ribs deeper than 1 m are placed on the facade, C_p shall be taken as ±0.9, except that within a distance equal to the larger of 0.2D and 0.2W from a building corner the negative value of C_p shall be taken as –1.4, and

(i) within a distance equal to the larger of 0.1D and 0.1W from a roof edge, C_p shall be taken as –1.5,

(ii) in a zone that is within a distance equal to the larger of 0.2D and 0.2W from a roof corner, C_p shall be taken as –2.3 but is permitted to be taken as –2.0 for roofs with perimeter parapets that are higher than 1 m, and

(iii) on lower levels of flat stepped roofs, positive pressure coefficients established for the walls of the steps apply for a distance b as shown in Figure 4.1.7.6.D.

(5) For the design of balcony guards, the internal pressure coefficient, C_pi, shall be taken as zero and the value of C_p shall be taken as ±0.9, except that within a distance equal to the larger of 0.1D and 0.1W from a building corner, C_p shall be taken as ±1.2.

4.1.7.6. External Pressure Coefficients for Low Buildings

(1) For the design of buildings with a height, H, that is less than or equal to 20 m and less than the smaller plan dimension, the values of the product of the pressure coefficient and gust factor, C_pC_g, provided in Sentences (2) to (9) are permitted to be used.

(2) For the design of the main structural system of the building, which is affected by wind pressures on more than one surface, the values of C_pC_g are provided in Figure 4.1.7.6.A.

(3) For the design of individual walls and wall cladding, the values of C_pC_g are provided in Figure 4.1.7.6.B.

(4) For the design of roofs with a slope less than or equal to 7^o, the values of C_pC_g are provided in Figure 4.1.7.6.C.

(5) For the design of flat roofs with steps in elevation, the values of C_pC_g are provided in Figure 4.1.7.6.D.

(6) For the design of gabled or hipped, single-ridge roofs with slope greater than 7^o, the values of C_pC_g are provided in Figure 4.1.7.6.E.

(7) For the design of gabled, multi-ridge roofs, the values of C_pC_g are provided in,

(a) Figure 4.1.7.6.C. for roofs with slope less than or equal to 10^o, and

(b) Figure 4.1.7.6.F. for roofs with slope greater than 10^o.

(8) For monosloped roofs, the values of C_pC_g are provided in,

(a) Figure 4.1.7.6.C. for roofs with a slope less than or equal to 3^o, and

(b) Figure 4.1.7.6.G. for roofs with a slope greater than 3^o and less than or equal to 30^o.

(9) For sawtooth roofs, the values of C_pC_g are provided in,

(a) Figure 4.1.7.6.C. for roofs with a slope less than or equal to 10^o, and

(b) Figure 4.1.7.6.H. for roofs with a slope greater than 10^o.

Figure 4.1.7.6.A.
External Peak Values of C_pC_g for Primary Structural Actions Arising from Wind Load Acting Simultaneously on All Surfaces of Low Buildings, H <20 m^{(1),(2),(3),(4)}

Forming Part of Sentence 4.1.7.6.(2)

Image of Figure: Load Case A - External Peak Values of (C subscript p)(C subscript g) for Primary Structural Actions Arising from Wind Load

Image of Figure: Load Case B - External Peak Values of (C subscript p)(C subscript g) for Primary Structural Actions Arising from Wind Load

Notes to Figure 4.1.7.6.A.:

⁽¹⁾ The building shall be designed for all wind directions. Each corner shall be considered in turn as the windward corner shown in the Figure. For all roof slopes, Load Case A and Load Case B are required as two separate loading conditions to generate the wind actions, including torsion, to be resisted by the structural system.

⁽²⁾ For values of roof slope not shown, the coefficient, C_pC_g, may be interpolated linearly.

⁽³⁾ Positive coefficients denote forces toward the surface, whereas negative coefficients denote forces away from the surface.

⁽⁴⁾ For the design of foundations, exclusive of anchorages to the frame, only 70% of the effective load is to be considered.

⁽⁵⁾ The reference height, h, for pressures is the mid-height of the roof or 6 m, whichever is greater. The eave height, H, may be substituted for the mid-height of the roof if the roof slope is less than 7^o.

⁽⁶⁾ End-zone width, y, is the greater of 6 m or 2z, where z is the width of the gable-wall end zone defined for Load Case B. Alternatively, for buildings with frames, y may be the distance between the end and the first interior frame.

⁽⁷⁾ End-zone width, z, is the lesser of 10% of the least horizontal dimension and 40% of height, H, but not less than 4% of the least horizontal dimension or 1 m.

⁽⁸⁾ For B/H > 5 in Load Case A, the listed negative coefficients on surfaces 2 and 2E shall only be applied on an area whose width is 2.5H measured from the windward eave. The pressures on the remainder of the windward roof may be reduced to the pressures for the leeward roof.

Figure 4.1.7.6.B.
External Peak Values of C_pC_g on Individual Walls for the Design of Cladding and Secondary Structural Members^{(1),(2),(3),(4),(5)}

Forming Part of Sentence 4.1.7.6.(3)

Image of Figure: External Peak Values of (C subscript p)(C subscript g) on Individual Walls for the Design of Cladding and Secondary Structural Members

Notes to Figure 4.1.7.6.B.:

⁽¹⁾ These coefficients apply for any roof slope, α.

⁽²⁾ End-zone width, z, is the lesser of 10% of the least horizontal dimension and 40% of height, H, but not less than 4% of the least horizontal dimension or 1 m.

⁽³⁾ Combinations of exterior and interior pressures shall be evaluated to obtain the most severe loading.

⁽⁴⁾ Positive coefficients denote forces toward the surface, whereas negative coefficients denote forces away from the surface. Each structural element shall be designed to withstand forces of both signs.

⁽⁵⁾ Pressure coefficients generally apply for facades with architectural features; however, where vertical ribs deeper than 1 m are placed on a facade, a local C_pC_g of –2.8 applies to zone e.

Figure 4.1.7.6.C.
External Peak Values of C_pC_g on Roofs with a Slope of 7^o or Less for the Design of Structural Components and Cladding^(3),(4),(5)

Forming Part of Sentences 4.1.7.6.(4), (7), (8), and (9)

Image of Figure: External Peak Values of (C subscript p)(C subscript g) on Roofs with a Slope of 7 Degrees or Less for the Design of Structural Components and Cladding

Notes to Figure 4.1.7.6.C.:

⁽¹⁾ Coefficients for overhung roofs have the prefix “o” and refer to the same roof areas as referred to by the corresponding symbol without a prefix. They include contributions from both upper and lower surfaces. In the case of overhangs, the walls are inboard of the roof outline.

⁽²⁾ s and r apply to both roofs and upper surfaces of canopies.

⁽³⁾ End-zone width, z, is the lesser of 10% of the least horizontal dimension and 40% of height, H, but not less than 4% of the least horizontal dimension or 1 m.

⁽⁴⁾ Combinations of exterior and interior pressures shall be evaluated to obtain the most severe loading.

⁽⁵⁾ Positive coefficients denote forces toward the surface, whereas negative coefficients denote forces away from the surface. Each structural element shall be designed to withstand forces of both signs.

⁽⁶⁾ For calculating the uplift forces on tributary areas larger than 100 m²on unobstructed nearly-flat roofs with low parapets, and where the centre of the tributary area is at least twice the height of the building from the nearest edge, the value of C_pC_g may be reduced from –1.5 to –1.1 at x/H = 2 and further reduced linearly to –0.6 at x/H = 5, where x is the distance to the nearest edge and H is the height of the building.

⁽⁷⁾ For roofs having a perimeter parapet with a height of 1 m or greater, the corner coefficients C_pC_g for tributary areas less than 1 m²can be reduced from –5.4 to –4.4.

Figure 4.1.7.6.D.
External Peak Values of C_pC_g for the Design of the Structural Components and Cladding of Buildings with Stepped Roofs^(1),(2)

Forming Part of Sentences 4.1.7.5.(4) and 4.1.7.6.(5)

Image of Figure: External Peak Values of (C subscript p)(C subscript g) for the Design of the Structural Components and Cladding of Buildings with Stepped Roofs

Notes to Figure 4.1.7.6.D.:

⁽¹⁾The zone designations, pressure-gust coefficients and Notes to Figure 4.1.7.6.C. apply on both the upper and lower levels of flat stepped roofs, except that on the lower levels, positive pressure-gust coefficients equal to those in Figure 4.1.7.6.B. for walls apply for a distance, b, where b is equal to 1.5h₁ but not greater than 30 m. For all walls in Figure 4.1.7.6.D., zone designations and pressure coefficients provided for walls in Figure 4.1.7.6.B. apply.

⁽²⁾Note (1) applies only when the following conditions are met: h₁ ≥ 0.3H, h₁ ≥ 3 m, and W1, W2, or W3 is greater than 0.25W but not greater than 0.75W.

Figure 4.1.7.6.E.
External Peak Values of C_pC_g on Single-Span Gabled and Hipped Roofs with a Slope Greater than 7^o for the Design of Structural Components and Cladding^{(1),(2),(3),(4),(5)}

Forming Part of Sentence 4.1.7.6.(6)

Image of Figure: External Peak Values of (C subscript p)(C subscript g) on Single-Span Gabled and Hipped Roofs with a Slope Greater than 7 Degrees

Notes to Figure 4.1.7.6.E.:

⁽²⁾ End-zone width, z, is the lesser of 10% of the least horizontal dimension and 40% of height, H, but not less than 4% of the least horizontal dimension or 1 m.

⁽³⁾ Combinations of external and internal pressures shall be evaluated to obtain the most severe loading.

⁽⁵⁾ For hipped roofs with 7° < α ≤ 27°, edge/ridge strips and pressure-gust coefficients for ridges of gabled roofs apply along each hip.

Figure 4.1.7.6.F.
External Peak Values of C_pC_g on Multi-Span Gabled (Folded) Roofs with a Slope Greater than 10^o for the Design of Structural Components and Cladding^{(1),(2),(3),(4)}

Forming Part of Sentence 4.1.7.6.(7)

Image of Figure: External Peak Values of (C subscript p)(C subscript g) on Multi-Span Gabled (Folded) Roofs with a Slope Greater than 10 Degrees

Notes to Figure 4.1.7.6.F.:

⁽¹⁾ End-zone width, z, is the lesser of 10% of the least horizontal dimension and 40% of height, H, but not less than 4% of the least horizontal dimension or 1 m.

⁽²⁾ Combinations of external and internal pressures shall be evaluated to obtain the most severe loading.

⁽³⁾ Positive coefficients denote forces toward the surface, whereas negative coefficients denote forces away from the surface. Each structural element shall be designed to withstand forces of both signs.

⁽⁴⁾ Where α ≤ 10°, the coefficients given in Figure 4.1.7.6.C. apply. Where α > than 7°, use α = 7°.

Figure 4.1.7.6.G.
External Peak Values of C_pC_g on Monoslope Roofs for the Design of Structural Components and Cladding^{(1),(2),(3),(4)}

Forming Part of Sentence 4.1.7.6.(8)

Image of Figure: External Peak Values of (C subscript p)(C subscript g) on Monoslope Roofs for the Design of Structural Components and Cladding

Notes to Figure 4.1.7.6.G.:

⁽¹⁾ End-zone width, z, is the lesser of 10% of the least horizontal dimension and 40% of height, H, but not less than 4% of the least horizontal dimension or 1 m.

⁽²⁾ Combinations of external and internal pressures shall be evaluated to obtain the most severe loading.

⁽⁴⁾ Where α ≤ 3°, the coefficients given in Figure 4.1.7.6.C. apply.

Figure 4.1.7.6.H.
External Peak Values of C_pC_g on Sawtooth Roofs with a Slope Greater than 10˚ for the Design of Structural Components and Cladding^{(1),(2),(3),(4),(5)}

Forming Part of Sentence 4.1.7.6.(9)

Image of Figure: External Peak Values of (C subscript p)(C subscript g) on Sawtooth Roofs with a Slope Greater than 10 Degrees

Notes to Figure 4.1.7.6.H.:

⁽¹⁾ End-zone width, z, is the lesser of 10% of the least horizontal dimension and 40% of height, H, but not less than 4% of the least horizontal dimension or 1 m.

⁽²⁾ Combinations of external and internal pressures shall be evaluated to obtain the most severe loading.

⁽⁴⁾ Negative coefficients on corner zones of Span A differ from those on Spans B, C, and D.

⁽⁵⁾ Where α ≤ 10°, the coefficients given in Figure 4.1.7.6.C. apply. Where α > than 7°, use α = 7°.

4.1.7.7. Internal Pressure Coefficient

(1) The internal pressure coefficient, C_pi, shall be as prescribed in Table 4.1.7.7.

Table 4.1.7.7.
Internal Pressure Coefficients

Forming Part of Sentence 4.1.7.7.(1)

Item	Column 1 Building openings	Column 2 Values for C_pi
1.	Uniformly distributed small openings amounting to less than 0.1% of the total surface area	–0.15 to 0.0
2.	Non-uniformly distributed openings of which none is significant or significant openings that are wind-resistant and closed during storms	–0.45 to +0.30
3.	Large openings likely to remain open during storms	–0.70 to +0.70

4.1.7.8. Dynamic Procedure

(1) For the application of the Dynamic Procedure, the provisions of Article 4.1.7.3. shall be followed, except that the exposure factor, C_e, shall be as prescribed in Sentences (2) and (3), and the gust effect factor, C_g, shall be as prescribed in Sentence (4), when determining the wind loads on the main structural system.

(2) For buildings in open terrain as described in Clause 4.1.7.3.(5)(a), the value of C_e for the design of the main structural system shall be calculated as follows:

C_e = (h/10)^0.28, but 1.0 ≤ C_e ≤ 2.5

(3) For buildings in rough terrain as described in Clause 4.1.7.3.(5)(b), the value of C_e for the design of the main structural system shall be calculated as follows:

C_e = 0.5(h/12.7)^0.5, but 0.5 ≤ C_e ≤ 2.5

(4) For the design of the main structural system, C_g shall be calculated as follows:

C_g = 1 + g_p(δ/μ)

where,

g_p = peak factor calculated as, and

Image of equation: (delta/mu) = the square root of (K/(C subscript eH)(B+sF/beta)). ,

where,

υ = average fluctuation rate calculated as Image of formula: (f subscript nD)(square root of (sF/(sF +beta B))). ,

T = 3 600 s,

K = 0.08 for open terrain and 0.10 for rough terrain,

C_eH = exposure factor evaluated at reference height h = H,

B = background turbulence factor, a function of w/H determined from Figure 4.1.7.8.,

s = size reduction factor calculated as Image of formula: (pi/3)[1/(1+(8(fsubscript n)H)/3(Vsubscript H))][1/(1+(10(fsubscript n)w)/Vsubscript H)]. ,

F = gust energy ratio calculated as , where x₀ = (1 222 f_n/V_H), and

β = damping ratio, which shall be determined by a rational method or may be taken to be 0.01 for steel structures, 0.02 for concrete structures and 0.015 for composite structures,

where,

f_nD = natural frequency of vibration of the building in the along-wind direction, in Hz,

f_n = lowest natural frequency of the building, in Hz, as described in Sentences 4.1.7.2.(2) and (3),

H = height of the building,

w = effective width of windward face of the building calculated as , where w_i = width normal to wind direction at height h_i, and

V_H = mean wind speed at the top of the structure, in m/s, calculated as ,

where,

= reference wind speed at a height of 10 m, in m/s, calculated as ,

where,

I_w = importance factor,

q = reference velocity pressure, in Pa, and

ϱ = air density = 1.2929 kg/m³.

Figure 4.1.7.8.
Background Turbulence Factor, B

Forming Part of Sentence 4.1.7.8.(4)

Image of Figure: Background Turbulence Factor, B.

4.1.7.9. Full and Partial Wind Loading

(1) Except where the wind loads are derived from the combined C_pC_g values determined in accordance with Article 4.1.7.6., buildings and structural members shall be capable of withstanding the effects of,

(a) the full wind loads acting along each of the two principal horizontal axes considered separately,

(b) the wind loads as described in Clause (a) but with 100% of the load removed from any one portion of the area,

(c) the wind loads as described in Clause (a) but with both axes considered simultaneously at 75% of their full value, and

(d) the wind loads as described in Clause (c) but with 50% of these loads removed from any portion of the area.

4.1.7.10. Interior Walls and Partitions

(1) In the design of interior walls and partitions, due consideration shall be given to differences in air pressure on opposite sides of the wall or partition that may result from,

(a) pressure differences between the windward and leeward sides of a building,

(b) stack effects due to a difference in air temperature between the exterior and interior of the building, and

4.1.7.11. Exterior Ornamentations, Equipment and Appendages

(1) The effects of wind loads on exterior ornamentations, equipment and appendages, including the increase in exposed area as a result of ice buildup as described in CSA S37, “Antennas, Towers, and Antenna-Supporting Structures”, shall be considered in the structural design of the connections and the building.

(2) Where there are a number of similar components, the net increase in force is permitted to be based on the total area for all similar components as opposed to the summation of forces of individual elements.

4.1.7.12. Wind Tunnel Procedure

(1) Except as provided in Sentences (2) and (3), wind tunnel tests on scale models to determine wind loads on buildings shall be conducted in accordance with ASCE/SEI 49, “Wind Tunnel Testing for Buildings and Other Structures”.

(2) Where an adjacent building provides substantial sheltering effect, the wind loads for the main structural system shall be no lower than 80% of the loads determined from tests described in Sentence (1) with the effect of the sheltering building removed as applied to,

(a) the base shear force for buildings with ratio of height to minimum effective width, as described in Sentence 4.1.7.2.(2), less than or equal to 1.0, or

(b) the base moment for buildings with a ratio of height to minimum effective width greater than 1.0.

(3) For the design of cladding and secondary structural members, the exterior wind loads determined from the wind tunnel tests shall be no less onerous than those determined by analysis in accordance with Article 4.1.7.3. using the following assumptions:

(a) C_p = ±0.72 and C_g = 2.5, where the height of the building is greater than 20 m or greater than its minimum effective width, and

(b) C_pC_g = 80% of the values for zones w and r provided in Article 4.1.7.6., where the height of the building is less than or equal to 20 m and no greater than its minimum effective width.

112. Subsection 4.1.8. of Division B of the Regulation is revoked and the following substituted:

4.1.8. Earthquake Load and Effects

4.1.8.1. Analysis

(1) Except as permitted in Sentence (2), the deflections and specified loading due to earthquake motions shall be determined according to the requirements of Articles 4.1.8.2. to 4.1.8.22.

(2) Where I_EF_sS_a(0.2) and I_EF_sS_a(2.0) are less than 0.16 and 0.03 respectively, the deflections and specified loading due to earthquake motions are permitted to be determined in accordance with Sentences (3) to (15), where,

(a) I_E is the earthquake importance factor and has a value of 0.8, 1.0, 1.3 and 1.5 for buildings of Low, Normal, High and Post-Disaster importance respectively,

(b) F_s is the site coefficient based on the average or s_u, as defined in Article 4.1.8.2., for the top 30 m of soil below the footings, pile caps or mat foundations and has a value of,

(i) 1.0 for rock sites or when or s_u > 100 kPa,

(ii) 1.6 when or 50 kPa ≤ s_u ≤ 100 kPa, and

(iii) 2.8 for all other cases, and

(c) S_a(T) is the 5% damped spectral response acceleration value for period T, determined in accordance with Subsection 1.1.2.

(3) The structure shall have a clearly defined,

(a) SFRS, as defined in Article 4.1.8.2., to resist the earthquake loads and their effects, and

(b) load path or paths that will transfer the inertial forces generated by the earthquake to the foundations and supporting ground.

(4) An unreinforced masonry SFRS shall not be permitted where,

(a) I_E is greater than 1.0, or

(b) the height above grade is greater than or equal to 30 m.

(5) The height above grade of SFRS designed in accordance with CSA S136, “North American Specification for the Design of Cold-Formed Steel Structural Members”, shall be less than 15 m.

(6) Earthquake forces shall be assumed to act horizontally and independently about any two orthogonal axes.

(7) The minimum lateral earthquake design force, V_s, at the base of the structure in the direction under consideration shall be calculated as follows:

V_s = F_s S_a(T_s) I_E W_t / R_S

where,

S_a(T_s) = value of S_a at T_s determined by linear interpolation between the value of S_aat 0.2 s, 0.5 s and 1.0 s, and

= S_a(0.2) for T_s ≤ 0.2 s,

W_t = sum of W_i over the height of the building, where W_i is defined in Article 4.1.8.2., and

R_s = 1.5 except R_s= 1.0 for structures where the storey strength is less than that in the storey above and for an unreinforced masonry SFRS,

where,

T_s = fundamental lateral period of vibration of the building, as defined in Article 4.1.8.2.,

= 0.085(h_n)^¾ for steel moment frames,

= 0.075(h_n)^¾ for concrete moment frames,

= 0.1 N for other moment frames,

= 0.025h_n for braced frames, and

= 0.05(h_n)^¾ for shear walls and other structures,

where,

h_n = height above the base, in m, as defined in Article 4.1.8.2.,

except that V_s shall not be less than F_sS_a(1.0)I_EW_t/R_s and, in cases where R_s = 1.5, V_s need not be greater than F_sS_a(0.5)I_EW_t/R_s.

(8) The total lateral earthquake design force, V_s, shall be distributed over the height of the building in accordance with the following formula:

where,

F_x = force applied through the centre of mass at level x,

W_x,W_i = portion of W that is located at or is assigned to level x or level i respectively, and

h_x, h_i = height, in m, above the base of level x and level i as described in Article 4.1.8.2.

(9) Accidental torsional effects applied concurrently with F_x shall be considered by applying torsional moments about the vertical axis at each level for each of the following cases considered separately:

(a) +0.1D_nxF_x, and

(b) –0.1D_nxF_x.

(10) Deflections obtained from a linear analysis shall include the effects of torsion and be multiplied by R_s/I_E to get realistic values of expected deflections.

(11) The deflections described in Sentence (10) shall be used to calculate the largest interstorey deflection, which shall not exceed,

(a) 0.01h_s for post-disaster buildings,

(b) 0.02h_s for High Importance Category buildings, and

where h_sis the interstorey height as defined in Article 4.1.8.2.

(12) When earthquake forces are calculated using R_s = 1.5, the following elements in the SFRS shall have their design forces due to earthquake effects increased by 33%:

(a) diaphragms and their chords, connections, struts and collectors,

(b) tie downs in wood or drywall shear walls,

(d) connections in precast concrete, and

(e) connections in steel moment frames.

(13) Except as provided in Sentence (14), where cantilever parapet walls, other cantilever walls, exterior ornamentation and appendages, towers, chimneys or penthouses are connected to or form part of a building, they shall be designed, along with their connections, for a lateral force, V_sp, distributed according to the distribution of mass of the element and acting in the lateral direction that results in the most critical loading for design using the following equation:

V_sp = 0.1F_sI_EW_p

where W_pis the weight of a portion of a structure as defined in Article 4.1.8.2.

(14) The value of V_sp shall be doubled for unreinforced masonry elements.

(15) Structures designed in accordance with this Article need not comply with the seismic requirements stated in the applicable design standard referenced in Section 4.3.

4.1.8.2. Notation

(1) In this Subsection,

A_r = response amplification factor to account for type of attachment of mechanical/electrical equipment, as defined in Sentence 4.1.8.18.(1),

A_x = amplification factor at level x to account for variation of response of mechanical/electrical equipment with elevation within the building, as defined in Sentence 4.1.8.18.(1),

B_x = ratio at level x used to determine torsional sensitivity, as defined in Sentence 4.1.8.11.(9),

B = maximum value of B_x, as defined in Sentence 4.1.8.11.(9),

C_p = seismic coefficient for mechanical/electrical equipment, as defined in Sentence 4.1.8.18.(1),

D_nx = plan dimension of the building at level x perpendicular to the direction of seismic loading being considered,

e_x = distance measured perpendicular to the direction of earthquake loading between centre of mass and centre of rigidity at the level being considered,

F_a = site coefficient, as defined in Sentence 4.1.8.4.(7),

F(PGA) = site coefficient for PGA, as defined in Sentence 4.1.8.4.(5),

F(PGV) = site coefficient for PGV, as defined in Sentence 4.1.8.4.(5),

F_s = site coefficient, as defined in Sentence 4.1.8.1.(2),

F(T) = site coefficient for spectral acceleration, as defined in Sentence 4.1.8.4.(5),

F_t = portion of V to be concentrated at the top of the structure, as defined in Sentence 4.1.8.11.(6),

F_v = site coefficient, as defined in Sentence 4.1.8.4.(7),

F_x = lateral force applied to level x, as defined in Sentence 4.1.8.11.(6),

h_i, h_n, h_x = the height above the base (i = 0) to level i, n, or x respectively, where the base of the structure is the level at which horizontal earthquake motions are considered to be imparted to the structure,

h_s = interstorey height (h_i - h_i-1),

I_E = earthquake importance factor of the structure, as described in Sentence 4.1.8.5.(1),

J = numerical reduction coefficient for base overturning moment, as defined in Sentence 4.1.8.11.(5),

J_X = numerical reduction coefficient for overturning moment at level x, as defined in Sentence 4.1.8.11.(7),

Level i = any level in the building, i =1 for first level above the base,

Level n = level that is uppermost in the main portion of the structure,

Level x = level that is under design consideration,

M_v = factor to account for higher mode effect on base shear, as defined in Sentence 4.1.8.11.(5),

M_x = overturning moment at level x, as defined in Sentence 4.1.8.11.(7),

N = total number of storeys above exterior grade to level n,

= Average Standard Penetration Resistance for the top 30 m, corrected to a rod energy efficiency of 60% of the theoretical maximum,

PGA = Peak Ground Acceleration expressed as a ratio to gravitational acceleration, as defined in Sentence 4.1.8.4.(1),

PGA_ref = reference PGA for determining F(T), F(PGA) and F(PGV), as defined in Sentence 4.1.8.4.(4),

PGV = Peak Ground Velocity, in m/s, as defined in Sentence 4.1.8.4.(1),

PI = plasticity index for clays,

R_d = ductility-related force modification factor reflecting the capability of a structure to dissipate energy through reversed cyclic inelastic behaviour, as given in Article 4.1.8.9.,

R_o = overstrength-related force modification factor accounting for the dependable portion of reserve strength in a structure designed according to these provisions, as defined in Article 4.1.8.9.,

R_s = combined overstrength and ductility-related modification factor, as defined in Sentence 4.1.8.1.(7),

S_P = horizontal force factor for part or portion of a building and its anchorage, as given in Sentence 4.1.8.18.(1),

S(T) = design spectral response acceleration, expressed as a ratio to gravitational acceleration, for a period of T, as defined in Sentence 4.1.8.4.(7),

S_a(T) = 5% damped spectral response acceleration, expressed as a ratio to gravitational acceleration, for a period of T, as defined in Sentence 4.1.8.4.(1),

SFRS = Seismic Force Resisting System(s) is that part of the structural system that has been considered in the design to provide the required resistance to the earthquake forces and effects defined in Subsection 4.1.8.,

s_u = average undrained shear strength in the top 30 m of soil,

T = period in seconds,

T_a = fundamental lateral period of vibration of the building or structure in seconds in the direction under consideration, as defined in Sentence 4.1.8.11.(3),

T_x = floor torque at level x, as defined in Sentence 4.1.8.11.(10),

TDD = Total Design Displacement of any point in a seismically isolated structure, within or above the isolation system, obtained by calculating the mean + (I_E × the standard deviation) of the peak horizontal displacements from all sets of ground motion histories analyzed, but not less than × the mean, where the peak horizontal displacement is based on the vector sum of the two orthogonal horizontal displacements considered for each time step,

V = lateral earthquake design force at the base of the structure, as determined by Article 4.1.8.11.,

V_d = lateral earthquake design force at the base of the structure, as determined by Article 4.1.8.12.,

V_e = lateral earthquake elastic force at the base of the structure, as determined by Article 4.1.8.12.,

V_ed = lateral earthquake design elastic force at the base of the structure, as determined by Article 4.1.8.12.,

V_P = lateral force on a part of the structure, as determined by Article 4.1.8.18.,

V_s = lateral earthquake design force at the base of the structure, as determined by Sentence 4.1.8.1.(7),

= average shear wave velocity in the top 30 m of soil or rock,

W = dead load, as defined in Article 4.1.4.1., except that the minimum partition load as defined in Sentence 4.1.4.1.(3) need not exceed 0.5 kPa, plus 25% of the design snow load specified in Subsection 4.1.6., plus 60% of the storage load for areas used for storage, except that storage garages need not be considered storage areas, and the full contents of any tanks,

W_i, W_x = portion of W that is located at or is assigned to level i or x respectively,

W_P = weight of a part or portion of a structure, e.g., cladding, partitions and appendages,

W_t = sum of W_i over the height of the building,

δ_ave = average displacement of the structure at level x, as defined in Sentence 4.1.8.11.(9), and

δ_max = maximum displacement of the structure at level x, as defined in Sentence 4.1.8.11.(9).

4.1.8.3. General Requirements

(1) The building shall be designed to meet the requirements of this Subsection and of the design standards referenced in Section 4.3.

(2) Structures shall be designed with a clearly defined load path, or paths, that will transfer the inertial forces generated in an earthquake to the supporting ground.

(3) The structure shall have a clearly defined Seismic Force Resisting System(s) (SFRS), as defined in Article 4.1.8.2.

(4) The SFRS shall be designed to resist 100% of the earthquake loads and their effects.

(5) All structural framing elements not considered to be part of the SFRS must be investigated and shown to behave elastically or to have sufficient non-linear capacity to support their gravity loads while undergoing earthquake-induced deformations calculated from the deflections determined in Article 4.1.8.13.

(6) Stiff elements that are not considered part of the SFRS, such as concrete, masonry, brick or pre-cast walls or panels, shall be,

(a) separated from all structural elements of the building such that no interaction takes place as the building undergoes deflections due to earthquake effects as calculated in this Subsection, or

(b) made part of the SFRS and satisfy the requirements of this Subsection.

(7) Stiffness imparted to the structure from elements not part of the SFRS, other than those described in Sentence (6), shall not be used to resist earthquake deflections but shall be accounted for,

(a) in calculating the period of the structure for determining forces if the added stiffness decreases the fundamental lateral period by more than 15%,

(b) in determining the irregularity of the structure, except the additional stiffness shall not be used to make an irregular SFRS regular or to reduce the effects of torsion, and

(c) in designing the SFRS if inclusion of the elements not part of the SFRS in the analysis has an adverse effect on the SFRS.

(8) Structural modelling shall be representative of the magnitude and spatial distribution of the mass of the building and of the stiffness of all elements of the SFRS, including stiff elements that are not separated in accordance with Sentence 4.1.8.3.(6), and shall account for,

(a) the effect of cracked sections in reinforced concrete and reinforced masonry elements,

(b) the effect of the finite size of members and joints,

(d) other effects that influence the lateral stiffness of the building.

4.1.8.4. Site Properties

(1) The peak ground acceleration (PGA), peak ground velocity (PGV) and the 5% damped spectral response acceleration values, S_a(T), for the reference ground conditions (Site Class C in Table 4.1.8.4.A.) for periods T of 0.2 s, 0.5 s, 1.0 s, 2.0 s, 5.0 s and 10.0 s, shall be determined in accordance with Subsection 1.1.2. and are based on a 2% probability of exceedance in 50 years.

(2) Site classifications for ground shall conform to Table 4.1.8.4.A. and shall be determined using or, where is not known, using Sentence (3).

(3) If average shear wave velocity, , is not known, Site Class shall be determined from energy-corrected Average Standard Penetration Resistance, , or from soil average undrained shear strength, s_u, as noted in Table 4.1.8.4.A., and s_u being calculated based on rational analysis.

(4) For the purpose of determining the values of F(T) to be used in the calculation of design spectral acceleration, S(T), in Sentence (9), and the values of F(PGA) and F(PGV), the value of PGA_ref to be used with Tables 4.1.8.4.B. to 4.1.8.4.I. shall be taken as,

(a) 0.8 PGA, where the ratio S_a(0.2)/PGA < 2.0, and

(b) 1 PGA, in all other cases.

(5) The values of the site coefficient for design spectral acceleration at period T, F(T), and of similar coefficients F(PGA) and F(PGV) shall conform to Tables 4.1.8.4.B. to 4.1.8.4.I. using linear interpolation for intermediate values of PGA_ref.

(6) Site-specific evaluation is required to determine F(T), F(PGA) and F(PGV) for Site Class F.

(7) For all applications in Subsection 4.1.8., F_a = F(0.2) and F_v = F(1.0).

(8) For structures with a fundamental period of vibration equal to or less than 0.5 s that are built on liquefiable soils, Site Class and the corresponding values of F(T) may be determined as described in Tables 4.1.8.4.A., 4.1.8.4.B., and 4.1.8.4.C. by assuming that the soils are not liquefiable.

(9) The design spectral acceleration values of S(T) shall be determined as follows, using linear interpolation for intermediate values of T:

S(T) = F(0.2)S_a(0.2) or F(0.5)S_a(0.5), whichever is larger, for T ≤ 0.2 s

= F(0.5)S_a(0.5) for T = 0.5 s

= F(1.0)S_a(1.0) for T = 1.0 s

= F(2.0)S_a(2.0) for T = 2.0 s

= F(5.0)S_a(5.0) for T = 5.0 s

= F(10.0)S_a(10.0) for T ≥ 10.0 s

Table 4.1.8.4.A.
Site Classification for Seismic Site Response

Forming Part of Sentences 4.1.8.4.(1) to (3)

Item	Column 1 Site Class	Column 2 Ground Profile Name	Column 3 Average Properties in Top 30 m Average Shear Wave Velocity, (m/s)	Column 4 Average Properties in Top 30 m Average Standard Penetration Resistance,	Column 5 Average Properties in Top 30 m Soil Undrained Shear Strength, s_u
1.	A	Hard rock^{(1) (2)}	> 1500	N/A	N/A
2.	B	Rock⁽¹⁾	760 < ≤ 1500	N/A	N/A
3.	C	Very dense soil and soft rock	360 < < 760	> 50	s_u > 100kPa
4.	D	Stiff soil	180 < < 360	15 ≤ ≤ 50	50 kPa < s_u ≤100 kPa
5.	E	Soft soil⁽³⁾	< 180	< 15	s_u < 50 kPa
6.	F	Other soils⁽⁴⁾	Site-specific evaluation required	Site-specific evaluation required	Site-specific evaluation required

Notes to Table 4.1.8.4.A.:

⁽¹⁾ Site Classes A and B, hard rock and rock, are not to be used if there is more than 3 m of softer materials between the rock and the underside of footing or mat foundations. The appropriate Site Class for such cases is determined on the basis of the average properties of the total thickness of the softer materials.

⁽²⁾ Where has been measured in-situ, the F(T) values for Site Class A derived from Tables 4.1.8.4.B. to 4.1.8.4.G. are permitted to be multiplied by the factor .

⁽³⁾ Any profile with more than 3 m of soil with the following characteristics:

(a) plasticity index: PI > 20

(b) moisture content: w ≥ 40%, and

⁽⁴⁾ Other soils include:

(a) liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils, and other soils susceptible to failure or collapse under seismic loading,

(b) peat and/or highly organic clays greater than 3 m in thickness,

(d) soft to medium stiff clays more than 30 m thick.

Table 4.1.8.4.B.
Values of F(0.2) as a Function of Site Class and PGA_ref

Forming Part of Sentences 4.1.8.4.(4) and (5)

Item	Column 1 Site Class	Column 2 Values of F(0.2) PGA_ref ≤0.1	Column 3 Values of F(0.2) PGA_ref =0.2	Column 4 Values of F(0.2) PGA_ref =0.3	Column 5 Values of F(0.2) PGA_ref =0.4	Column 6 Values of F(0.2) PGA_ref ≥0.5
1.	A	0.69	0.69	0.69	0.69	0.69
2.	B	0.77	0.77	0.77	0.77	0.77
3.	C	1.00	1.00	1.00	1.00	1.00
4.	D	1.24	1.09	1.00	0.94	0.90
5.	E	1.64	1.24	1.05	0.93	0.85
6.	F	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾

Notes to Table 4.1.8.4.B.:

⁽¹⁾ See Sentence 4.1.8.4.(6)

Table 4.1.8.4.C.
Values of F(0.5) as a Function of Site Class and PGA_ref

Forming Part of Sentence 4.1.8.4.(4) and (5)

Item	Column 1 Site Class	Column 2 Values of F(0.5) PGA_ref ≤0.1	Column 3 Values of F(0.5) PGA_ref =0.2	Column 4 Values of F(0.5) PGA_ref =0.3	Column 5 Values of F(0.5) PGA_ref =0.4	Column 6 Values of F(0.5) PGA_ref ≥0.5
1.	A	0.57	0.57	0.57	0.57	0.57
2.	B	0.65	0.65	0.65	0.65	0.65
3.	C	1.00	1.00	1.00	1.00	1.00
4.	D	1.47	1.30	1.20	1.14	1.10
5.	E	2.47	1.80	1.48	1.30	1.17
6.	F	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾

Notes to Table 4.1.8.4.C.:

⁽¹⁾ See Sentence 4.1.8.4.(6)

Table 4.1.8.4.D.
Values of F(1.0) as a Function of Site Class and PGA_ref

Forming Part of Sentences 4.1.8.4.(4) and (5)

Item	Column 1 Site Class	Column 2 Values of F(1.0) PGA_ref≤ 0.1	Column 3 Values of F(1.0) PGA_ref= 0.2	Column 4 Values of F(1.0) PGA_ref= 0.3	Column 5 Values of F(1.0) PGA_ref= 0.4	Column 6 Values of F(1.0) PGA_ref≥ 0.5
1.	A	0.57	0.57	0.57	0.57	0.57
2.	B	0.63	0.63	0.63	0.63	0.63
3.	C	1.00	1.00	1.00	1.00	1.00
4.	D	1.55	1.39	1.31	1.25	1.21
5.	E	2.81	2.08	1.74	1.53	1.39
6.	F	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾

Notes to Table 4.1.8.4.D.:

⁽¹⁾ See Sentence 4.1.8.4.(6)

Table 4.1.8.4.E.
Values of F(2.0) as a Function of Site Class and PGA_ref

Forming Part of Sentences 4.1.8.4.(4) and (5)

Item	Column 1 Site Class	Column 2 Values of F(2.0) PGA_ref ≤ 0.1	Column 3 Values of F(2.0) PGA_ref = 0.2	Column 4 Values of F(2.0) PGA_ref = 0.3	Column 5 Values of F(2.0) PGA_ref = 0.4	Column 6 Values of F(2.0) PGA_ref ≥ 0.5
1.	A	0.58	0.58	0.58	0.58	0.58
2.	B	0.63	0.63	0.63	0.63	0.63
3.	C	1.00	1.00	1.00	1.00	1.00
4.	D	1.57	1.44	1.36	1.31	1.27
5.	E	2.90	2.24	1.92	1.72	1.58
6.	F	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾

Notes to Table 4.1.8.4.E.:

⁽¹⁾See Sentence 4.1.8.4.(6)

Table 4.1.8.4.F.
Values of F(5.0) as a Function of Site Class and PGA_ref

Forming Part of Sentences 4.1.8.4.(4) and (5)

Item	Column 1 Site Class	Column 2 Values of F(5.0) PGA_ref ≤ 0.1	Column 3 Values of F(5.0) PGA_ref = 0.2	Column 4 Values of F(5.0) PGA_ref = 0.3	Column 5 Values of F(5.0) PGA_ref = 0.4	Column 6 Values of F(5.0) PGA_ref ≥ 0.5
1.	A	0.61	0.61	0.61	0.61	0.61
2.	B	0.64	0.64	0.64	0.64	0.64
3.	C	1.00	1.00	1.00	1.00	1.00
4.	D	1.58	1.48	1.41	1.37	1.34
5.	E	2.93	2.40	2.14	1.96	1.84
6.	F	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾

Notes to Table 4.1.8.4.F.:

⁽¹⁾ See Sentence 4.1.8.4.(6)

Table 4.1.8.4.G.
Values of F(10.0) as a Function of Site Class and PGA_ref

Forming Part of Sentences 4.1.8.4.(4) and (5)

Item	Column 1 Site Class	Column 2 Values of F(10.0) PGA_ref≤ 0.1	Column 3 Values of F(10.0) PGA_ref = 0.2	Column 4 Values of F(10.0) PGA_ref = 0.3	Column 5 Values of F(10.0) PGA_ref = 0.4	Column 6 Values of F(10.0) PGA_ref ≥ 0.5
1.	A	0.67	0.67	0.67	0.67	0.67
2.	B	0.69	0.69	0.69	0.69	0.69
3.	C	1.00	1.00	1.00	1.00	1.00
4.	D	1.49	1.41	1.37	1.34	1.31
5.	E	2.52	2.18	2.00	1.88	1.79
6.	F	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾

Notes to Table 4.1.8.4.G.:

⁽¹⁾ See Sentence 4.1.8.4.(6)

Table 4.1.8.4.H.
Values of F(PGA) as a Function of Site Class and PGA_ref

Forming Part of Sentences 4.1.8.4.(4) and (5)

Item	Column 1 Site Class	Column 2 Values of F(PGA) PGA_ref ≤ 0.1	Column 3 Values of F(PGA) PGA_ref = 0.2	Column 4 Values of F(PGA) PGA_ref = 0.3	Column 5 Values of F(PGA) PGA_ref = 0.4	Column 6 Values of F(PGA) PGA_ref ≥ 0.5
1.	A	0.90	0.90	0.90	0.90	0.90
2.	B	0.87	0.87	0.87	0.87	0.87
3.	C	1.00	1.00	1.00	1.00	1.00
4.	D	1.29	1.10	0.99	0.93	0.88
5.	E	1.81	1.23	0.87	0.83	0.74
6.	F	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾

Notes to Table 4.1.8.4.H.:

⁽¹⁾ See Sentence 4.1.8.4.(6)

Table 4.1.8.4.I.
Values of F(PGV) as a Function of Site Class and PGA_ref

Forming Part of Sentences 4.1.8.4.(4) and (5)

Item	Column 1 Site Class	Column 2 Values of F(PGV) PGA_ref ≤ 0.1	Column 3 Values of F(PGV) PGA_ref = 0.2	Column 4 Values of F(PGV) PGA_ref = 0.3	Column 5 Values of F(PGV) PGA_ref = 0.4	Column 6 Values of F(PGV) PGA_ref ≥ 0.5
1.	A	0.62	0.62	0.62	0.62	0.62
2.	B	0.67	0.67	0.67	0.67	0.67
3.	C	1.00	1.00	1.00	1.00	1.00
4.	D	1.47	1.30	1.20	1.14	1.10
5.	E	2.47	1.80	1.48	1.30	1.17
6.	F	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾	⁽¹⁾

Notes to Table 4.1.8.4.I.:

⁽¹⁾ See Sentence 4.1.8.4.(6)

4.1.8.5. Importance Factor

(1) The earthquake importance factor, I_E, shall be determined according to Table 4.1.8.5.

Table 4.1.8.5.
Importance Factor for Earthquake Loads and Effects, I_E

Forming Part of Sentence 4.1.8.5.(1)

Item	Column 1 Importance Category	Column 2 Importance Factor, I_E ULS	Column 3 Importance Factor, I_E SLS
1.	Low	0.8	⁽¹⁾
2.	Normal	1.0	⁽¹⁾
3.	High	1.3	⁽¹⁾
4.	Post-disaster	1.5	⁽¹⁾

Notes to Table 4.1.8.5.:

⁽¹⁾ See Article 4.1.8.13.

4.1.8.6. Structural Configuration

(1) Structures having any of the features listed in Table 4.1.8.6. shall be designated irregular.

(2) Structures not classified as irregular according to Sentence 4.1.8.6.(1) may be considered regular.

(3) Except as required by Article 4.1.8.10., in cases where I_EF_aS_a(0.2) is equal to or greater than 0.35, structures designated as irregular must satisfy the provisions referenced in Table 4.1.8.6.

Table 4.1.8.6.
Structural Irregularities⁽¹⁾

Forming Part of Sentence 4.1.8.6.(1)

Item	Column 1 Type	Column 2 Irregularity Type and Definition	Column 3 Notes
1.	1	Vertical Stiffness Irregularity
		Vertical stiffness irregularity shall be considered to exist when the lateral stiffness of the SFRS in a storey is less than 70% of the stiffness of any adjacent storey, or less than 80% of the average stiffness of the three storeys above or below.	(2)(3)
2.	2	Weight (mass) Irregularity	(2)
		Weight irregularity shall be considered to exist where the weight, W_i, of any storey is more than 150% of the weight of an adjacent storey. A roof that is lighter than the floor below need not be considered.
3.	3	Vertical Geometric Irregularity	(2)(3)(4)
		Vertical geometric irregularity shall be considered to exist where the horizontal dimension of the SFRS in any storey is more than 130% of that in an adjacent storey.
4.	4	In-Plane Discontinuity in Vertical Lateral-Force-Resisting Element
		Except for braced frames and moment-resisting frames, an in-plane discontinuity shall be considered to exist where there is an offset of a lateral-force-resisting element of the SFRS or a reduction in lateral stiffness of the resisting element in the storey below.	(2)(3)(4)
5.	5	Out-of-Plane Offsets
		Discontinuities in a lateral force path, such as out-of-plane offsets of the vertical elements of the SFRS.	(2)(3)(4)
6.	6	Discontinuity in Capacity – Weak Storey
		A weak storey is one in which the storey shear strength is less than that in the storey above. The storey shear strength is the total strength of all seismic-resisting elements of the SFRS sharing the storey shear for the direction under consideration.	(2)(3)
7.	7	Torsional Sensitivity (to be considered when diaphragms are not flexible)
		Torsional sensitivity shall be considered to exist when the ratio B calculated according to Sentence 4.1.8.11.(9) exceeds 1.7.	(2)(3)(5)
8.	8	Non-Orthogonal Systems
		A non-orthogonal system irregularity shall be considered to exist when the SFRS is not oriented along a set of orthogonal axes.	(6)
9.	9	Gravity-Induced Lateral Demand Irregularity Gravity-induced lateral demand irregularity on the SFRS shall be considered to exist where the ratio α calculated in accordance with Sentence 4.1.8.10.(5) exceeds 0.1 for SFRS with self-centering characteristics and 0.03 for other systems.	(2)(3)(6)

Notes to Table 4.1.8.6.:

⁽¹⁾ One-storey penthouses with a weight of less than 10% of the level below need not be considered in the application of this Table.

⁽²⁾ See Article 4.1.8.7.

⁽³⁾ See Article 4.1.8.10.

⁽⁴⁾ See Article 4.1.8.15.

⁽⁵⁾ See Sentences 4.1.8.11.(9) and (10) and 4.1.8.12.(4).

⁽⁶⁾ See Article 4.1.8.8.

4.1.8.7. Methods of Analysis

(1) Analysis for design earthquake actions shall be carried out in accordance with the Dynamic Analysis Procedure described in Article 4.1.8.12., except that the Equivalent Static Force Procedure described in Article 4.1.8.11. may be used for structures that meet any of the following criteria:

(a) in cases where I_EF_aS_a(0.2) is less than 0.35,

(b) regular structures that are less than 60 m in height and have a fundamental lateral period, T_a, less than 2 s in each of two orthogonal directions as defined in Article 4.1.8.8., or

(c) structures with structural irregularity, of Type 1, 2, 3, 4, 5, 6 or 8 as defined in Table 4.1.8.6., that are less than 20 m in height and have a fundamental lateral period, T_a, less than 0.5 s in each of two orthogonal directions as defined in Article 4.1.8.8.

4.1.8.8. Direction of Loading

(1) Earthquake forces shall be assumed to act in any horizontal direction, except that the following shall be considered to provide adequate design force levels in the structure:

(a) where components of the SFRS are oriented along a set of orthogonal axes, independent analyses about each of the principal axes of the structure shall be performed,

(b) where the components of the SFRS are not oriented along a set of orthogonal axes and I_EF_aS_a(0.2) is less than 0.35, independent analyses about any two orthogonal axes is permitted, or

(c) where the components of the SFRS are not oriented along a set of orthogonal axes and I_EF_aS_a(0.2) is equal to or greater than 0.35, analysis of the structure independently in any two orthogonal directions for 100% of the prescribed earthquake loads applied in one direction plus 30% of the prescribed earthquake loads in the perpendicular direction, with the combination requiring the greater element strength being used in the design.

4.1.8.9. SFRS Force Reduction Factors, System Overstrength Factors, and General Restrictions

(1) Except as provided in Sentence 4.1.8.20.(7), the values of R_d and R_o and the corresponding system restrictions shall conform to Table 4.1.8.9. and the requirements of this Subsection.

(2) When a particular value of R_d is required by this Article, the corresponding R_o shall be used.

(3) For combinations of different types of SFRS acting in the same direction in the same storey, R_dR_o shall be taken as the lowest value of R_dR_o corresponding to these systems.

(4) For vertical variations of R_dR_o, excluding rooftop structures not exceeding two storeys in height whose weight is less than the greater of 10% of W and 30% of W_i of the level below, the value of R_dR_o used in the design of any storey shall be less than or equal to the lowest value of R_dR_o used in the given direction for the storeys above, and the requirements of Sentence 4.1.8.15.(5) must be satisfied.

(5) If it can be demonstrated through testing, research and analysis that the seismic performance of a structural system is at least equivalent to one of the types of SFRS mentioned in Table 4.1.8.9., then such a structural system will qualify for values of R_d and R_o corresponding to the equivalent type in that Table.

Table 4.1.8.9.
SFRS Ductility-Related Force Modification Factors, R_d, Overstrength-Related Force Modification Factors, R_o, and General Restrictions ⁽¹⁾

Forming Part of Sentences 4.1.8 9.(1) and (5)

Item	Column 1	Column 2	Column 3	Column 4	Column 5	Column 6	Column 7	Column 8
	Type of SFRS			Restrictions⁽²⁾
		R_d	R_o	Cases Where I_EF_aS_a(0.2)				Cases Where I_EF_vS_a(1.0)
				<0.2	≥0.2 to <0.35	≥0.35 to ≤0.75	>0.75	>0.3
1.	Steel Structures Designed and Detailed According to CSA S16⁽³⁾
	Ductile moment-resisting frames	5.0	1.5	NL	NL	NL	NL	NL
	Moderately ductile moment-resisting frames	3.5	1.5	NL	NL	NL	NL	NL
	Limited ductility moment-resisting frames	2.0	1.3	NL	NL	60	30	30
	Moderately ductile concentrically braced frames
	Tension-compression braces	3.0	1.3	NL	NL	40	40	40
	Tension only braces	3.0	1.3	NL	NL	20	20	20
	Limited ductility concentrically braced frames
	Tension-compression braces	2.0	1.3	NL	NL	60	60	60
	Tension only braces	2.0	1.3	NL	NL	40	40	40
	Ductile buckling-restrained braced frames	4.0	1.2	NL	NL	40	40	40
	Ductile eccentrically braced frames	4.0	1.5	NL	NL	NL	NL	NL
	Ductile plate walls	5.0	1.6	NL	NL	NL	NL	NL
	Limited ductility plate walls	2.0	1.5	NL	NL	60	60	60
	Conventional construction of moment-resisting frames, braced frames or plate walls
	Assembly occupancies	1.5	1.3	NL	NL	15	15	15
	Other occupancies	1.5	1.3	NL	NL	60	40	40
	Other steel SFRS(s) not defined above	1.0	1.0	15	15	NP	NP	NP
2.	Concrete Structures Designed and Detailed According to CSA A23.3
	Ductile moment-resisting frames	4.0	1.7	NL	NL	NL	NL	NL
	Moderately ductile moment-resisting frames	2.5	1.4	NL	NL	60	40	40
	Ductile coupled walls	4.0	1.7	NL	NL	NL	NL	NL
	Moderately ductile coupled walls	2.5	1.4	NL	NL	NL	60	60
	Ductile partially coupled walls	3.5	1.7	NL	NL	NL	NL	NL
	Moderately ductile partially coupled walls	2.0	1.4	NL	NL	NL	60	60
	Ductile shear walls	3.5	1.6	NL	NL	NL	NL	NL
	Moderately ductile shear walls	2.0	1.4	NL	NL	NL	60	60
	Conventional construction
	Moment-resisting frames	1.5	1.3	NL	NL	20	15	10⁽⁴⁾
	Shear walls	1.5	1.3	NL	NL	40	30	30
	Two-way slabs without beams	1.3	1.3	20	15	NP	NP	NP
	Tilt-up Construction
	Moderately ductile walls and frames	2.0	1.3	30	25	25	25	25
	Limited ductility walls and frames	1.5	1.3	30	25	20	20	20⁽⁵⁾
	Conventional walls and frames	1.3	1.3	25	20	NP	NP	NP
	Other concrete SFRS(s) not listed above	1.0	1.0	15	15	NP	NP	NP
3.	Timber Structures Designed and Detailed According to CSA O86
	Shear walls
	Nailed shear walls: wood-based panel	3.0	1.7	NL	NL	30	20	20
	Shear walls: wood-based and gypsum panels in combination	2.0	1.7	NL	NL	20	20	20
	Braced or moment-resisting frames with ductile connections
	Moderately ductile	2.0	1.5	NL	NL	20	20	20
	Limited ductility	1.5	1.5	NL	NL	15	15	15
	Other wood-or gypsum-based SFRS(s) not listed above	1.0	1.0	15	15	NP	NP	NP
4.	Masonry Structures Designed and Detailed According to CSA S304
	Moderately ductile shear walls	2.0	1.5	NL	NL	60	40	40
	Ductile shear walls	3.0	1.5	NL	NL	60	40	40
	Conventional construction
	Shear walls	1.5	1.5	NL	60	30	15	15
	Moment-resisting frames	1.5	1.5	NL	30	NP	NP	NP
	Unreinforced masonry	1.0	1.0	30	15	NP	NP	NP
	Other masonry SFRS(s) not listed above	1.0	1.0	15	NP	NP	NP	NP
5.	Cold-Formed Steel Structures Designed and Detailed According to CSA S136
	Shear walls
	Screw-connected shear walls - wood-based panel	2.5	1.7	20	20	20	20	20
	Screw-connected shear walls - wood-based and gypsum panels in combination	1.5	1.7	20	20	20	20	20
	Diagonal strap concentrically braced walls
	Limited ductility	1.9	1.3	20	20	20	20	20
	Conventional construction	1.2	1.3	15	15	NP	NP	NP
	Other cold-formed SFRS(s) not listed above	1.0	1.0	15	15	NP	NP	NP

Notes to Table 4.1.8.9.:

⁽¹⁾ See Article 4.1.8.10.

⁽²⁾ NP = system is not permitted.

NL = system is permitted and not limited in height as an SFRS; height may be limited in other Parts of this Code.

Numbers in Columns 4 to 8 are maximum height limits above grade in m.

The most stringent requirement governs.

⁽³⁾ Higher design force levels are prescribed in CSA S16 for some heights of buildings.

⁽⁴⁾ Frames limited to a maximum of 2 storeys.

⁽⁵⁾ Frames limited to a maximum of 3 storeys.

4.1.8.10. Additional System Restrictions

(1) Except as required by Clause (2)(b), structures with a Type 6 irregularity, Discontinuity in Capacity – Weak Storey, as described in Table 4.1.8.6., are not permitted unless I_EF_aS_a(0.2) is less than 0.2 and the forces used for design of the SFRS are multiplied by R_dR_o.

(2) Post-disaster buildings shall,

(a) not have any irregularities conforming to Types 1, 3, 4, 5 and 7 as described in Table 4.1.8.6., in cases where I_EF_aS_a(0.2) is equal to or greater than 0.35,

(b) not have a Type 6 irregularity as described in Table 4.1.8.6.,

(d) have no storey with a lateral stiffness that is less than that of the storey above it.

(3) For buildings having fundamental lateral periods, T_a, of 1.0 s or greater and where I_EF_vS_a(1.0) is greater than 0.25, shear walls that are other than wood-based and form part of the SFRS shall be continuous from their top to the foundation and shall not have irregularities of Type 4 or 5 as described in Table 4.1.8.6.

(4) For buildings constructed with more than 4 storeys of continuous wood construction and where I_EF_aS_a(0.2) is equal to or greater than 0.35, timber SFRS of shear walls with wood-based panels, braced frames or moment-resisting frames as defined in Table 4.1.8.9. within the continuous wood construction shall not have irregularities of Type 4 or 5 as described in Table 4.1.8.6.

(5) The ratio, α, for Type 9 irregularity as described in Table 4.1.8.6. shall be determined independently for each orthogonal direction using the following equation:

𝛼 = Q_G / Q_y

where,

Q_G = gravity-induced lateral demand on the SFRS at the critical level of the yielding system, and

Q_y = the resistance of the yielding mechanism required to resist the minimum earthquake loads, which need not be taken less than R_o multiplied by the minimum lateral earthquake force as determined in Article 4.1.8.11. or 4.1.8.12, as appropriate.

(6) For buildings with a Type 9 irregularity as described in Table 4.1.8.6. and where I_EF_aS_a(0.2) is equal to or greater than 0.5, deflections determined in accordance with Article 4.1.8.13. shall be multiplied by 1.2.

(7) Structures where the value of α, as determined in accordance with Sentence (5), exceeds twice the limits in Table 4.1.8.6. for a Type 9 irregularity, and where I_EF_aS_a(0.2) is equal to or greater than 0.5 are not permitted unless determined to be acceptable based on non-linear dynamic analysis studies.

4.1.8.11. Equivalent Static Force Procedure for Structures Satisfying the Conditions of Article 4.1.8.7.

(1) The static loading due to earthquake motion shall be determined according to the procedures given in this Article.

(2) Except as provided in Sentence (12), the minimum lateral earthquake force, V, shall be calculated using the following formula:

V = S (T_a) M_vI_EW/ (R_dR_o)

except,

(a) for walls, coupled walls and wall-frame systems, V shall not be less than,

S (4.0) M_v I_EW/ (R_dR_o)

(b) for moment-resisting frames, braced frames and other systems, V shall not be less than,

S (2.0) M_v I_EW/ (R_dR_o)

(c) for buildings located on a site other than Class F and having an SFRS with an R_d equal to or greater than 1.5, V need not be greater than the larger of,

and

S (0.5) I_EW/ (R_dR_o)

(3) Except as provided in Sentence (4), the fundamental lateral period, T_a, in the direction under consideration in Sentence (2) shall be determined as,

(a) for moment-resisting frames that resist 100% of the required lateral forces and where the frame is not enclosed by or adjoined by more rigid elements that would tend to prevent the frame from resisting lateral forces, and where h_n is in metres,

(i) 0.085 (h_n)^3/4 for steel moment frames,

(ii) 0.075 (h_n)^3/4 for concrete moment frames, or

(iii) 0.1 N for other moment frames,

(b) 0.025 h_n for braced frames where h_n is in metres,

(d) other established methods of mechanics using a structural model that complies with the requirements of Sentence 4.1.8.3.(8), except that,

(i) for moment-resisting frames, T_a shall not be taken greater than 1.5 times that determined in Clause (a),

(ii) for braced frames, T_a shall not be taken greater than 2.0 times that determined in Clause (b),

(iii) for shear wall structures, T_a shall not be taken greater than 2.0 times that determined in Clause (c),

(iv) for other structures, T_a shall not be taken greater than that determined in Clause (c), and

(v) for the purpose of calculating the deflections, the period without the upper limit specified in Subclauses (d)(i) to (iv) may be used, except that, for walls, coupled walls and wall-frame systems, T_a shall not exceed 4.0 s, and for moment-resisting frames, braced frames, and other systems, T_a shall not exceed 2.0 s.

(4) For single-storey buildings with steel deck or wood roof diaphragms, the fundamental lateral period, T_a, in the direction under consideration is permitted to be taken as,

(a) 0.05 (h_n)^3/4 + 0.004 L for shear walls,

(b) 0.035 h_n + 0.004 L for steel moment frames and steel braced frames, or

(c) the value obtained from methods of mechanics using a structural model that complies with the requirements of Sentence 4.1.8.3.(8), except that T_a shall not be greater than 1.5 times the value determined in Clause (a) or (b), as applicable,

where L is the shortest length of the diaphragm, in m, between adjacent vertical elements of the SFRS in the direction perpendicular to the direction under consideration.

(5) The weight, W, of the building shall be calculated using the formula,

(6) The higher mode factor, M_v, and its associated base overturning moment reduction factor, J, shall conform to Tables 4.1.8.11.A. to 4.1.8.11.E.

Table 4.1.8.11.A.
Higher Mode Factor, M_v, and Base Overturning Reduction Factor, J^(1)(2)(3)(4)for Moment-Resisting Frames

Forming Part of Sentence 4.1.8.11.(6)

Item	Column 1 S_a(0.2)/S_a(5.0)	Column 2 M_V For T_a ≤ 0.5	Column 3 M_V For T_a = 1.0	Column 4 M_V For T_a = 2.0	Column 5 M_V For T_a ≥5.0	Column 6 J For T_a ≤0.5	Column 7 J For T_a =1.0	Column 8 J For T_a =2.0	Column 9 J For T_a ≥5.0
1.	5	1	1	1	⁽⁵⁾	1	0.97	0.92	⁽⁵⁾
2.	20	1	1	1	⁽⁵⁾	1	0.93	0.85	⁽⁵⁾
3.	40	1	1	1	⁽⁵⁾	1	0.87	0.78	⁽⁵⁾
4.	65	1	1	1.03	⁽⁵⁾	1	0.80	0.70	⁽⁵⁾

Notes to Table 4.1.8.11.A.:

⁽¹⁾ For intermediate values of the spectral ratio S(0.2)/S(0.5), M_v and J shall be obtained by linear interpolation.

⁽²⁾ For intermediate values of the fundamental lateral period, T_a, S(T_a)M_v shall be obtained by linear interpolation using the values of M_v obtained in accordance with Note (1).

⁽³⁾ For intermediate values of the fundamental lateral period, T_a, J shall be obtained by linear interpolation using the values of J obtained in accordance with Note (1).

⁽⁴⁾ For a combination of different seismic force resisting systems (SFRS) not given in Table 4.1.8.11.A. that are in the same direction under consideration, use the highest M_v factor of all the SFRS and the corresponding value of J.

⁽⁵⁾ For fundamental lateral periods, T_a, greater than 2.0 s, use the 2.0 s values obtained in accordance with Note (1). See Clause 4.1.8.11.(2)(b).

Table 4.1.8.11.B.
Higher Mode Factor, M_v, and Base Overturning Reduction Factor, J^(1)(2)(3)(4) for Coupled Walls⁽⁵⁾

Forming Part of Sentence 4.1.8.11.(6)

Item	Column 1 S_a(0.2)/S_a(5.0)	Column 2 M_V For T_a ≤ 0.5	Column 3 M_V For T_a = 1.0	Column 4 M_V For T_a = 2.0	Column 5 M_V For T_a ≥5.0	Column 6 J For T_a ≤0.5	Column 7 J For T_a =1.0	Column 8 J For T_a =2.0	Column 9 J For T_a ≥5.0
1.	5	1	1	1	1	1	0.97	0.92	0.80⁽⁷⁾
2.	20	1	1	1	1.08⁽⁶⁾	1	0.93	0.85	0.65⁽⁷⁾
3.	40	1	1	1	1.30⁽⁶⁾	1	0.87	0.78	0.53⁽⁷⁾
4.	65	1	1	1.03	1.49⁽⁶⁾	1	0.80	0.70	0.46⁽⁷⁾

Notes to Table 4.1.8.11.B.:

⁽¹⁾ For intermediate values of the spectral ratio S(0.2)/S(0.5), M_v and J shall be obtained by linear interpolation.

⁽²⁾ For intermediate values of the fundamental lateral period, T_a, S(T_a)M_v shall be obtained by linear interpolation using the values of M_v obtained in accordance with Note (1).

⁽³⁾ For intermediate values of the fundamental lateral period, T_a, J shall be obtained by linear interpolation using the values of J obtained in accordance with Note (1).

⁽⁴⁾ For a combination of different seismic force resisting systems (SFRS) not given in Table 4.1.8.11.B. that are in the same direction under consideration, use the highest M_v factor of all the SFRS and the corresponding value of J.

⁽⁵⁾ A “coupled” wall is a wall system with coupling beams, where at least 66% of the base overturning moment resisted by the wall system is carried by the axial tension and compression forces resulting from shear in the coupling beams.

⁽⁶⁾ For fundamental lateral periods, T_a, greater than 4.0 s, use the 4.0 s values of S(T_a)M_v obtained by interpolation between 2.0 s and 5.0 s using the value of M_v obtained in accordance with Note (1). See Clause 4.1.8.11.(2)(a).

⁽⁷⁾ For fundamental lateral periods, T_a, greater than 4.0 s, use the 4.0 s values of J obtained by interpolation between 2.0 s and 5.0 s using the value of J obtained in accordance with Note (1). See Clause 4.1.8.11.(2)(a).

Table 4.1.8.11.C.
Higher Mode Factor, M_v, and Base Overturning Reduction Factor, J^(1)(2)(3)(4) for Braced Frames

Forming Part of Sentence 4.1.8.11.(5)

Item	Column 1 S_a(0.2)/S_a(5.0)	Column 2 M_V For T_a ≤ 0.5	Column 3 M_V For T_a = 1.0	Column 4 M_V For T_a = 2.0	Column 5 M_V For T_a ≥5.0	Column 6 J For T_a ≤0.5	Column 7 J For T_a =1.0	Column 8 J For T_a =2.0	Column 9 J For T_a ≥5.0
1.	5	1	1	1	⁽⁵⁾	1	0.95	0.89	⁽⁵⁾
2.	20	1	1	1	⁽⁵⁾	1	0.85	0.78	⁽⁵⁾
3.	40	1	1	1	⁽⁵⁾	1	0.79	0.70	⁽⁵⁾
4.	65	1	1.04	1.07	⁽⁵⁾	1	0.71	0.66	⁽⁵⁾

Notes to Table 4.1.8.11.C.:

⁽¹⁾ For intermediate values of the spectral ratio S(0.2)/S(0.5), M_v and J shall be obtained by linear interpolation.

⁽²⁾ For intermediate values of the fundamental lateral period, T_a, S(T_a)M_v shall be obtained by linear interpolation using the values of M_v obtained in accordance with Note (1).

⁽³⁾ For intermediate values of the fundamental lateral period, T_a, J shall be obtained by linear interpolation using the values of J obtained in accordance with Note (1).

⁽⁴⁾ For a combination of different seismic force resisting systems (SFRS) not given in Table 4.1.8.11.C. that are in the same direction under consideration, use the highest M_v factor of all the SFRS and the corresponding value of J.

⁽⁵⁾ For fundamental lateral periods, T_a, greater than 2.0 s, use the 2.0 s values obtained in accordance with Note (1). See Clause 4.1.8.11.(2)(b).

Table 4.1.8.11.D.
Higher Mode Factor, M_v, and Base Overturning Reduction Factor, J^(1)(2)(3)(4) for Walls, Wall Frame Systems

Forming Part of Sentence 4.1.8.11.(5)

Item	Column 1 S_a(0.2)/S_a(5.0)	Column 2 M_V For T_a ≤ 0.5	Column 3 M_V For T_a = 1.0	Column 4 M_V For T_a = 2.0	Column 5 M_V For T_a ≥5.0	Column 6 J For T_a ≤0.5	Column 7 J For T_a =1.0	Column 8 J For T_a =2.0	Column 9 J For T_a ≥5.0
1.	5	1	1	1	1.25⁽⁵⁾	1	0.97	0.85	0.55⁽⁶⁾
2.	20	1	1	1.18	2.30⁽⁵⁾	1	0.80	0.60	0.35⁽⁶⁾
3.	40	1	1.19	1.75	3.70⁽⁵⁾	1	0.63	0.46	0.28⁽⁶⁾
4.	65	1	1.55	2.25	4.65⁽⁵⁾	1	0.51	0.39	0.23⁽⁶⁾

Notes to Table 4.1.8.11.D.:

⁽¹⁾ For intermediate values of the spectral ratio S(0.2)/S(0.5), M_v and J shall be obtained by linear interpolation.

⁽²⁾ For intermediate values of the fundamental lateral period, T_a, S(T_a)M_v shall be obtained by linear interpolation using the values of M_v obtained in accordance with Note (1).

⁽³⁾ For intermediate values of the fundamental lateral period, T_a, J shall be obtained by linear interpolation using the values of J obtained in accordance with Note (1).

⁽⁴⁾ For a combination of different seismic force resisting systems (SFRS) not given in Table 4.1.8.11.D. that are in the same direction under consideration, use the highest M_v factor of all the SFRS and the corresponding value of J.

⁽⁵⁾ For fundamental lateral periods, T_a, greater than 4.0 s, use the 4.0 s values of S(T_a)M_v obtained by interpolation between 2.0 s and 5.0 s using the value of M_v obtained in accordance with Note (1). See Clause 4.1.8.11.(2)(a).

⁽⁶⁾ For fundamental lateral periods, T_a, greater than 4.0 s, use the 4.0 s values of J obtained by interpolation between 2.0 s and 5.0 s using the value of J obtained in accordance with Note (1). See Clause 4.1.8.11.(2)(a).

Table 4.1.8.11.E.
Higher Mode Factor, M_v, and Base Overturning Reduction Factor, J^(1)(2)(3)(4) for Other Systems

Forming Part of Sentence 4.1.8.11.(5)

Item	Column 1 S_a(0.2)/S_a(5.0)	Column 2 M_V For T_a ≤ 0.5	Column 3 M_V For T_a = 1.0	Column 4 M_V For T_a = 2.0	Column 5 M_V For T_a ≥5.0	Column 6 J For T_a ≤0.5	Column 7 J For T_a =1.0	Column 8 J For T_a =2.0	Column 9 J For T_a ≥5.0
1.	5	1	1	1	⁽⁵⁾	1	0.97	0.85	⁽⁵⁾
2.	20	1	1	1.18	⁽⁵⁾	1	0.80	0.60	⁽⁵⁾
3.	40	1	1.19	1.75	⁽⁵⁾	1	0.63	0.46	⁽⁵⁾
4.	65	1	1.55	2.25	⁽⁵⁾	1	0.51	0.39	⁽⁵⁾

Notes to Table 4.1.8.11.E.:

⁽¹⁾ For intermediate values of the spectral ratio S(0.2)/S(0.5), M_v and J shall be obtained by linear interpolation.

⁽²⁾ For intermediate values of the fundamental lateral period, T_a, S(T_a)M_v shall be obtained by linear interpolation using the values of M_v obtained in accordance with Note (1).

⁽³⁾ For intermediate values of the fundamental lateral period, T_a, J shall be obtained by linear interpolation using the values of J obtained in accordance with Note (1).

⁽⁴⁾ For a combination of different seismic force resisting systems (SFRS) not given in Table 4.1.8.11.E. that are in the same direction under consideration, use the highest M_v factor of all the SFRS and the corresponding value of J.

⁽⁵⁾ For fundamental lateral periods, T_a, greater than 2.0 s, use the 2.0 s values obtained in accordance with Note (1). See Clause 4.1.8.11.(2)(b).

(7) The total lateral seismic force, V, shall be distributed such that a portion, F_t, shall be assumed to be concentrated at the top of the building, where F_t, is equal to 0.07 T_aV but need not exceed 0.25 V and may be considered as zero, where the fundamental lateral period, T_a, does not exceed 0.7 s; the remainder, V - F_t, shall be distributed along the height of the building, including the top level, in accordance with the formula,

(8) The structure shall be designed to resist overturning effects caused by the earthquake forces determined in Sentence (7) and the overturning moment at level x, M_x, shall be determined using the formula,

where,

J_x = 1.0 for h_x ≥ 0.6h_n, and

J_x = J + (1- J)(h_x / 0.6h_n) for h_x,< 0.6h_n

where,

J = base overturning moment reduction factor conforming to Table 4.1.8.11.

(9) Torsional effects that are concurrent with the effects of the forces mentioned in Sentence (7) and are caused by the simultaneous actions of the following torsional moments shall be considered in the design of the structure according to Sentence (11):

(a) torsional moments introduced by eccentricity between the centres of mass and resistance and their dynamic amplification, and

(b) torsional moments due to accidental eccentricities.

(10) Torsional sensitivity shall be determined by calculating the ratio B_x for each level x according to the following equation for each orthogonal direction determined independently:

B_x = δ_max / δ_ave

where,

B = maximum of all values of B_x in both orthogonal directions, except that the B_x for one-storey penthouses with a weight less than 10% of the level below need not be considered,

δ_max = maximum storey displacement at the extreme points of the structure, at level x in the direction of the earthquake induced by the equivalent static forces acting at distances ± 0.10 D_nx from the centres of mass at each floor, and

δ_ave = average of the displacements at the extreme points of the structure at level x produced by the above-mentioned forces.

(11) Torsional effects shall be accounted for as follows:

(a) for a building with B ≤1.7 or where I_EF_aS_a(0.2) is less than 0.35, by applying torsional moments about a vertical axis at each level throughout the building, derived for each of the following load cases considered separately,

(i) T_x = F_x(e_x + 0.10 D_nx), and

(ii) T_x = F_x(e_x – 0.10 D_nx)

where F_x is the lateral force at each level determined according to Sentence (6) and where each element of the building is designed for the most severe effect of the above load cases, or

(b) for a building with B >1.7, in cases where I_EF_aS_a(0.2) is equal to or greater than 0.35, by a Dynamic Analysis Procedure as specified in Article 4.1.8.12.

(12) Where the fundamental lateral period, T_a, is determined in accordance with Clause (3)(d) and the building is constructed with more than 4 storeys of continuous wood construction and has a timber SFRS consisting of shear walls with wood-based panels, braced frames or moment-resisting frames as defined in Table 4.1.8.9., the lateral earthquake force, V, as determined in accordance with Sentence (2) shall be multiplied by 1.2 but need not exceed the value determined by using Clause (2)(c).

4.1.8.12. Dynamic Analysis Procedure

(1) Except as provided in Articles 4.1.8.19. and 4.1.8.21., the Dynamic Analysis Procedure shall be in accordance with one of the following methods:

(a) Linear Dynamic Analysis by either the Modal Response Spectrum Method or the Numerical Integration Linear Time History Method using a structural model that complies with the requirements of Sentence 4.1.8.3.(8), or

(b) Non-linear Dynamic Analysis, in which case a special study shall be performed.

(2) The spectral acceleration values used in the Modal Response Spectrum Method shall be the design spectral acceleration values, S(T), defined in Sentence 4.1.8.4.(7).

(3) The ground motion histories used in the Numerical Integration Linear Time History Method shall be compatible with a response spectrum constructed from the design spectral acceleration values, S(T), defined in Sentence 4.1.8.4.(7).

(4) The effects of accidental torsional moments acting concurrently with the lateral earthquake forces that cause them shall be accounted for by the following methods:

(a) the static effects of torsional moments due to (± 0.10 D_nx)F_x at each level x, where F_x is either determined from the elastic dynamic analysis or determined from Sentence 4.1.8.11.(7) multiplied by R_dR_o/I_E, shall be combined with the effects determined by dynamic analysis, or

(b) if B, as defined in Sentence 4.1.8.11.(10), is less than 1.7, it is permitted to use a three-dimensional dynamic analysis with the centres of mass shifted by a distance of – 0.05 D_nx and + 0.05 D_nx.

(5) Except as provided in Sentence (6), the design elastic base shear, V_ed, is equal to the elastic base shear, V_e, obtained from a Linear Dynamic Analysis.

(6) For structures located on sites other than Class F that have an SFRS with R_d equal to or greater than 1.5, the elastic base shear obtained from a Linear Dynamic Analysis may be multiplied by the larger of the following factors to obtain the design elastic base shear, V_ed:

2S(0.2)/3S(T_a) ≤ 1.0

and

S(0.5) / S(T_a) ≤ 1.0

(7) The design elastic base shear, V_ed, shall be multiplied by the importance factor, I_E, as determined in Article 4.1.8.5., and shall be divided by R_dR_o, as determined in Article 4.1.8.9., to obtain the design base shear, V_d.

(8) Except as required by Sentence (9) or (12), if the base shear, V_d, obtained in Sentence (7) is less than 80% of the lateral earthquake design force, V, of Article 4.1.8.11., V_d shall be taken as 0.8 V.

(9) For irregular structures requiring dynamic analysis in accordance with Article 4.1.8.7., V_d shall be taken as the larger of the V_d determined in Sentence (7) and 100% of V.

(10) Except as required by Sentence (11), the values of elastic storey shears, storey forces, member forces, and deflections obtained from the Linear Dynamic Analysis, including the effect of accidental torsion determined in Sentence (4), shall be multiplied by V_d/V_e to determine their design values, where V_d is the base shear.

(11) For the purpose of calculating deflections, it is permitted to use a value for V based on the value for T_a determined in Clause 4.1.8.11.(3)(d) to obtain V_d in Sentences (8) and (9).

(12) For buildings constructed with more than 4 storeys of continuous wood construction, having a timber SFRS consisting of shear walls with wood-based panels, braced frames or moment-resisting frames as defined in Table 4.1.8.9., and whose fundamental lateral period, T_a, is determined in accordance with Clause 4.1.8.11.(3)(d), the design base shear, V_d, shall be taken as the larger value of V_d determined in accordance with Sentence (7) and 100% of V.

4.1.8.13. Deflections and Drift Limits

(1) Except as provided in Sentences (5) and (6), lateral deflections of a structure shall be calculated in accordance with the loads and requirements defined in this Subsection.

(2) Lateral deflections obtained from a linear elastic analysis using the methods given in Articles 4.1.8.11. and 4.1.8.12. and incorporating the effects of torsion, including accidental torsional moments, shall be multiplied by R_dR_o/I_E and increased as required by Sentences 4.1.8.10.(6) and 4.1.8.16.(1) to give realistic values of anticipated deflections.

(3) Based on the lateral deflections calculated in Sentences (2), (5) and (6), the largest interstorey deflection at any level shall be limited to 0.01 h_s for post-disaster buildings, 0.02 h_s for High Importance Category buildings, and 0.025 h_s for all other buildings.

(4) The deflections calculated in Sentence (2) shall be used to account for sway effects as required by Sentence 4.1.3.2.(12).

(5) The lateral deflections of a seismically isolated structure shall be calculated in accordance with Article 4.1.8.20.

(6) The lateral deflections of a structure with supplemental energy dissipation shall be calculated in accordance with Article 4.1.8.22.

4.1.8.14. Structural Separation

(1) Adjacent structures shall be,

(a) separated by a distance equal to at least the square root of the sum of the squares of their individual deflections calculated in Sentence 4.1.8.13.(2), or

(b) connected to each other.

(2) The method of connection required in Sentence (1) shall take into account the mass, stiffness, strength, ductility and anticipated motion of the connected buildings and the character of the connection.

(3) Rigidly connected buildings shall be assumed to have the lowest R_dR_o value of the buildings connected.

(4) Buildings with non-rigid or energy-dissipating connections require special studies.

4.1.8.15. Design Provisions

(1) Except as provided in Sentences (2) and (3), diaphragms, collectors, chords, struts and connections shall be designed so as not to yield, and the design shall account for the shape of the diaphragm, including openings, and for the forces generated in the diaphragm due to the following cases, whichever one governs:

(a) forces due to loads determined in Article 4.1.8.11. or 4.1.8.12. applied to the diaphragm are increased to reflect the lateral load capacity of the SFRS, plus forces in the diaphragm due to the transfer of forces between elements of the SFRS associated with the lateral load capacity of such elements and accounting for discontinuities and changes in stiffness in these elements, or

(b) a minimum force corresponding to the design-based shear divided by N for the diaphragm at level x.

(2) Steel deck roof diaphragms in buildings of less than 4 storeys or wood diaphragms that are designed and detailed according to the applicable referenced design standards to exhibit ductile behaviour shall meet the requirements of Sentence (1), except that they may yield and the forces shall be,

(a) for wood diaphragms acting in combination with vertical wood shear walls, equal to the lateral earthquake design force,

(b) for wood diaphragms acting in combination with other SFRS, not less than the force corresponding to R_dR_o = 2.0, and

(3) Where diaphragms are designed in accordance with Sentence (2), the struts shall be designed in accordance with Clause (1)(a) and the collectors, chords and connections between the diaphragms and the vertical elements of the SFRS shall be designed for forces corresponding to the capacity of the diaphragms in accordance with the applicable CSA standards.

(4) For single-storey buildings with steel deck or wood roof diaphragms designed with a value of R_d greater than 1.5 and where the calculated maximum relative deflection, Δ_D, of the diaphragm under lateral loads exceeds 50% of the average storey drift, Δ_B, of the adjoining vertical elements of the SFRS, dynamic magnification of the inelastic response due to the in-plane diaphragm deformations shall be accounted for in the design as follows:

(a) the vertical elements of the SFRS shall be designed and detailed to any one of the following:

(i) to accommodate the anticipated magnified lateral deformations taken as R_oR_d(Δ_B+ Δ_D) - R_oΔ_D,

(ii) to resist the forces magnified by R_d(1 + Δ_D/Δ_B)/( R_d+ Δ_D/Δ_B), or

(iii) by a special study, and

(b) the roof diaphragm and chords shall be designed for in-plane shears and moments determined while taking into consideration the inelastic higher mode response of the structure.

(5) In cases where I_EF_aS_a(0.2) is equal to or greater than 0.35, the elements supporting any discontinuous wall, column or braced frame shall be designed for the lateral load capacity of the components of the SFRS they support.

(6) Where structures have vertical variations of R_dR_o satisfying Sentence 4.1.8.9.(4), the elements of the SFRS below the level where the change in R_dR_o occurs shall be designed for the forces associated with the lateral load capacity of the SFRS above that level.

(7) Where earthquake effects can produce forces in a column or wall due to lateral loading along both orthogonal axes, account shall be taken of the effects of potential concurrent yielding of other elements framing into the column or wall from all directions at the level under consideration and as appropriate at other levels.

(8) The design forces associated with the lateral capacity of the SFRS need not exceed the forces determined in accordance with Sentence 4.1.8.7.(1) with R_dR_o taken as 1.0, unless otherwise provided by the applicable referenced design standards for elements, in which case the design forces associated with the lateral capacity of the SFRS need not exceed the forces determined in accordance with Sentence 4.1.8.7.(1) with R_dR_otaken as less than or equal to 1.3.

(9) Foundations need not be designed to resist the lateral load overturning capacity of the SFRS, provided the design and the R_d and R_o for the type of SFRS used conform to Table 4.1.8.9. and the foundation is designed in accordance with Sentence 4.1.8.16.(4).

(10) Foundation displacements and rotations shall be considered as required by Sentence 4.1.8.16.(1).

4.1.8.16. Foundation Provisions

(1) The increased displacements of the structure resulting from foundation movement shall be shown to be within acceptable limits for both the SFRS and the structural framing elements not considered to be part of the SFRS.

(2) Except as provided in Sentences (3) and (4), foundations shall be designed to have factored shear and overturning resistances greater than the lateral load capacity of the SFRS.

(3) The shear and overturning resistances of the foundation determined using a bearing stress equal to 1.5 times the factored bearing strength of the soil or rock and all other resistances equal to 1.3 times the factored resistances need not exceed the design forces determined in Sentence 4.1.8.7.(1) using R_dR_o= 1.0 except that the factor of 1.3 shall not apply to the portion of the resistance to uplift or overturning resulting from gravity loads.

(4) A foundation is permitted to have a factored overturning resistance less than the lateral load overturning capacity of the supported SFRS, provided the following requirements are met:

(a) neither the foundation nor the supported SFRS are constrained against rotation, and

(b) the design overturning moment of the foundation is,

(i) not less than 75% of the overturning capacity of the supported SFRS, and

(ii) not less than that determined in Sentence 4.1.8.7.(1) using R_dR_o = 2.0.

(5) The design of foundations shall be such that they are capable of transferring earthquake loads and effects between the building and the ground without exceeding the capacities of the soil and rock.

(6) In cases where I_EF_aS_a(0.2) is equal to or greater than 0.35, the following requirements shall be satisfied:

(a) piles or pile caps, drilled piers, and caissons shall be interconnected by continuous ties in no fewer than two directions,

(b) piles, drilled piers, and caissons shall be embedded a minimum of 100 mm into the pile cap or structure, and

(c) piles, drilled piers, and caissons, other than wood piles, shall be connected to the pile cap or structure for a minimum tension force equal to 0.15 times the factored compression load on the pile.

(7) At sites where I_EF_aS_a(0.2) is equal to or greater than 0.35, basement walls shall be designed to resist earthquake lateral pressures from backfill or natural ground.

(8) At sites where I_EF_aS_a(0.2) is greater than 0.75, the following requirements shall be satisfied:

(a) piles, drilled piers, or caissons shall be designed and detailed to accommodate cyclic inelastic behaviour when the design moment in the element due to earthquake effects is greater than 75% of its moment capacity, and

(b) spread footings founded on soil defined as Site Class E or F shall be interconnected by continuous ties in no fewer than two directions.

(9) Each segment of a tie between elements that is required by Clause (6)(a) or (8)(b) shall be designed to carry by tension or compression a horizontal force at least equal to the greatest factored pile cap or column vertical load in the elements it connects, multiplied by a factor of 0.10 I_EF_aS_a(0.2), unless it can be demonstrated that equivalent restraints can be provided by other means.

(10) The potential for liquefaction of the soil and its consequences, such as significant ground displacement and loss of soil strength and stiffness, shall be evaluated based on the ground motion parameters referenced in Subsection 1.1.2., as modified by Article 4.1.8.4., and shall be taken into account in the design of the structure and its foundations.

4.1.8.17. Site Stability

(1) The potential for slope instability and its consequences, such as slope displacement, shall be evaluated based on site-specific material properties and ground motion parameters referenced in Subsection 1.1.2., as modified by Article 4.1.8.4., and shall be taken into account in the design of the structure and its foundations.

4.1.8.18. Elements of Structures, Non-structural Components and Equipment

(1) Except as provided in Sentences (2), (7) and (16), elements and components of buildings described in Table 4.1.8.18. and their connections to the structure shall be designed to accommodate the building deflections calculated in accordance with Article 4.1.8.13. and the element or component deflections calculated in accordance with Sentence (9), and shall be designed for a lateral force, V_P, applied through the centre of mass of the element or component that is equal to:

V_p= 0.3F_aS_a(0.2) I_ES_pW_p

where,

F_a = as defined in Sentence 4.1.8.4.(7),

S_a(0.2) = spectral response acceleration value at 0.2 s, as defined in Sentence 4.1.8.4.(1),

I_E = importance factor for the building, as defined in Article 4.1.8.5.,

S_p = C_pA_rA_x/R_p (the maximum value of S_p shall be taken as 4.0 and the minimum value of S_p shall be taken as 0.7), where,

C_p = element or component factor from Table 4.1.8.18.,

A_r = element or component force amplification factor from Table 4.1.8.18.,

A_x = height factor (1 + 2 h_x / h_n),

R_p = element or component response modification factor from Table 4.1.8.18., and

W_p = weight of the component or element.

(2) For buildings other than post-disaster buildings, seismically isolated buildings and buildings with supplemental energy dissipation systems, where I_EF_aS_a(0.2) is less than 0.35, the requirements of Sentence (1) need not apply to Categories 6 through 22 of Table 4.1.8.18.

(3) For the purpose of applying Sentence (1) for Categories 11 and 12 of Table 4.1.8.18., elements or components shall be assumed to be flexible or flexibly connected unless it can be shown that the fundamental period of the element or component and its connection is less than or equal to 0.06 s, in which case the element or component is classified as being rigid or rigidly connected.

(4) The weight of access floors shall include the dead load of the access floor and the weight of permanent equipment, which shall not be taken as less than 25% of the floor live load.

(5) When the mass of a tank plus its contents or the mass of a flexible or flexibly connected piece of machinery, fixture or equipment is greater than 10% of the mass of the supporting floor, the lateral forces shall be determined by rational analysis.

(6) Forces shall be applied in the horizontal direction that results in the most critical loading for design, except for Category 6 of Table 4.1.8.18., where the forces shall be applied up and down vertically.

(7) Connections to the structure of elements and components listed in Table 4.1.8.18. shall be designed to support the component or element for gravity loads, shall conform to the requirements of Sentence (1), and shall also satisfy these additional requirements:

(a) friction due to gravity loads shall not be considered to provide resistance to seismic forces,

(b) R_p for non-ductile connections, such as adhesives or power actuated fasteners, shall be taken as 1.0,

(c) R_p for anchorage using shallow expansion, chemical, epoxy or cast-in place anchors shall be 1.5, where shallow anchors are those with a ratio of embedment length to diameter of less than 8,

(d) power-actuated fasteners and drop-in anchors shall not be used for tension loads,

(e) connections for non-structural elements or components of Category 1, 2 or 3 of Table 4.1.8.18. attached to the side of a building and above the first level above grade shall satisfy the following requirements:

(i) for connections where the body of the connection is ductile, the body shall be designed for values of C_P, A_r and R_p given in Table 4.1.8.18., and all of the other parts of the connection, such as anchors, welds, bolts and inserts, shall be capable of developing 2.0 times the nominal yield resistance of the body of the connection, and

(ii) connections where the body of the connection is not ductile shall be designed for values of C_p=2.0, R_p =1.0 and A_r given in Table 4.1.8.18., and

(f) a ductile connection is one where the body of the connection is capable of dissipating energy through cyclic inelastic behaviour.

(8) Floors and roofs acting as diaphragms shall satisfy the requirements for diaphragms stated in Article 4.1.8.15.

(9) Lateral deflections of elements or components shall be based on the loads defined in Sentence (1) and lateral deflections obtained from an elastic analysis shall be multiplied by R_p/I_E to give realistic values of the anticipated deflections.

(10) The elements or components shall be designed so as not to transfer to the structure any forces unaccounted for in the design, and rigid elements such as walls or panels shall satisfy the requirements of Sentence 4.1.8.3.(6).

(11) Seismic restraint for suspended equipment, pipes, ducts, electrical cable trays, etc. shall be designed to meet the force and displacement requirements of this Article and be constructed in a manner that will not subject hanger rods to bending.

(12) Isolated suspended equipment and components, such as pendant lights, may be designed as a pendulum system provided that adequate chains or cables capable of supporting 2.0 times the weight of the suspended component are provided and the deflection requirements of Sentence (11) are satisfied.

(13) Free-standing steel pallet storage racks are permitted to be designed to resist earthquake effects using rational analysis, provided the design achieves the minimum performance level required by this Subsection.

(14) Except as provided in Sentence (15), the relative displacement of glass in glazing systems, D_fallout, shall be equal to the greater of,

(a) 13 mm, or

(b) D_fallout ≥ 1.25I_ED_p ,

where,

D_fallout = relative displacement at which glass fallout occurs, and

D_p = relative earthquake displacement that the component must be designed to accommodate, calculated in accordance with Article 4.1.8.13. and applied over the height of the glass component.

(15) Glass need not comply with Sentence (14), provided at least one of the following conditions is met:

(a) I_EF_aS_a(0.2) < 0.35,

(b) the glass has sufficient clearance from its frame such that D_clear ≥ 1.25 D_p calculated as follows:

D_clear= 2C₁(1 +h_pC₂/(b_pC₁))

where,

D_clear = relative horizontal displacement measured over the height of the glass panel, which causes initial glass-to-frame contact,

C₁= average of the clearances on both sides between the vertical glass edges and the frame,

h_p = height of the rectangular glass panel,

C₂= average of the top and bottom clearances between the horizontal glass edges and the frame, and

b_p = width of the rectangular glass panel,

(c) the glass is fully tempered, monolithic, installed in a building that is not a post-disaster building, and no part of the glass is located more than 3 m above a walking surface, or

(d) the glass is annealed or heat-strengthened laminated glass in a single thickness with an interlayer no less than 0.76 mm and captured mechanically in a wall system glazing pocket with the perimeter secured to the frame by a wet, glazed, gunable, curing, elastomeric sealant perimeter bead of 13 mm minimum glass contact width.

(16) For a structure with supplemental energy dissipation, the following criteria shall apply:

(a) the value of S_a(0.2) used in Sentence (1) shall be determined from the mean 5% damped floor spectral acceleration values at 0.2 s by averaging the individual 5% damped floor spectra at the base of the structure determined using Non-Linear Dynamic Analysis, and

(b) the value of F_a used in Sentence (1) shall be 1.

Table 4.1.8.18.
Elements of Structures and Non-structural Components and Equipment

Forming Part of Sentences 4.1.8.18.(1), (2), (3), (6) and (7)

Item	Column 1 Category	Column 2 Part or portion of Building	Column 3 C_p	Column 4 A_r	Column 5 R_p
1.	1	All exterior and interior walls except those in Category 2 or 3	1.00	1.00	2.50
2.	2	Cantilever parapet and other cantilever walls except retaining walls	1.00	2.50	2.50
3.	3	Exterior and interior ornamentations and appendages	1.00	2.50	2.50
4.	4	Floors and roofs acting as diaphragms⁽¹⁾	---	---	---
5.	5	Towers, chimneys, smokestacks and penthouses when connected to or forming part of a building	1.00	2.50	2.50
6.	6	Horizontally cantilevered floors, balconies, beams, etc.	1.00	1.00	2.50
7.	7	Suspended ceilings, light fixtures and other attachments to ceilings with independent vertical support	1.00	1.00	2.50
8.	8	Masonry veneer connections	1.00	1.00	1.50
9.	9	Access floors	1.00	1.00	2.50
10.	10	Masonry or concrete fences more than 1.8 m tall	1.00	1.00	2.50
11.	11	Machinery, fixtures, equipment and tanks (including contents) - that are rigid and rigidly connected	1.00	1.00	1.25
12.	11	Machinery, fixtures, equipment and tanks (including contents) - that are flexible or flexibly connected	1.00	2.50	2.50
13.	12	Machinery, fixtures, equipment and tanks (including contents) containing toxic or explosive materials, materials having a flash point below 38°C or firefighting fluids - that are rigid and rigidly connected	1.50	1.00	1.25
14.	12	Machinery, fixtures, equipment and tanks (including contents) containing toxic or explosive materials, materials having a flash point below 38°C or firefighting fluids - that are flexible or flexibly connected	1.50	2.50	2.50
15.	13	Flat bottom tanks (including contents) attached directly to a floor at or below grade within a building	0.70	1.00	2.50
16.	14	Flat bottom tanks (including contents) attached directly to a floor at or below grade within a building containing toxic or explosive materials, materials having a flash point below 38°C or firefighting fluids	1.00	1.00	2.50
17.	15	Pipes, ducts (including contents)	1.00	1.00	3.00
18.	16	Pipes, ducts (including contents) containing toxic or explosive materials	1.50	1.00	3.00
19.	17	Electrical cable trays, bus ducts, conduits	1.00	2.50	5.00
20.	18	Rigid components with ductile material and connections	1.00	1.00	2.50
21.	19	Rigid components with non-ductile material or connections	1.00	1.00	1.00
22.	20	Flexible components with ductile material and connections	1.00	2.50	2.50
23.	21	Flexible components with non-ductile material or connections	1.00	2.50	1.00
24.	22	Elevators and Escalators⁽²⁾ – Machinery and equipment, rigid and rigidly connected	1.00	1.00	1.25
25.	22	Elevators and Escalators⁽²⁾ – Machinery and equipment, flexible or flexibly connected	1.00	2.50	2.50
26.	22	Elevators and Escalators⁽²⁾ – Elevator rails	1.00	1.00	2.50
27.	23	Floor-mounted steel pallet storage racks⁽³⁾	1.00	2.50	2.50
28.	24	Floor-mounted steel pallet storage racks on which are stored toxic or explosive materials or materials having a flash point below 38°C⁽³⁾	1.50	2.50	2.50

Notes to Table 4.1.8.18.:

⁽¹⁾ See Sentence 4.1.8.18.(8).

⁽²⁾ See also ASME A17.1 / CSA B44, “Safety Code for Elevators and Escalators”.

⁽³⁾ See Sentence 4.1.8.18.(13).

4.1.8.19. Seismic Isolation

(1) For the purposes of this Article and Article 4.1.8.20., the following terms shall have the meaning stated herein:

(a) “seismic isolation” is an alternative seismic design concept that consists of installing an isolation system with low horizontal stiffness, thereby substantially increasing the fundamental period of the structure,

(b) “isolation system” is a collection of structural elements at the level of the isolation interface that includes all individual isolator units, all structural elements that transfer force between elements of the isolation system, all connections to other structural elements, and may also include a wind-restraint system, energy-dissipation devices, and a displacement restraint system,

(c) “seismically isolated structure” includes the upper portion of the structure above the isolation system, the isolation system, and the portion of the structure below the isolation system,

(d) “isolator unit” is a structural element of the isolation system that permits large lateral deformations under lateral earthquake design forces and is characterized by vertical-load-carrying capability combined with increased horizontal flexibility and high vertical stiffness, energy dissipation (hysteretic or viscous), self-centering capability, and lateral restraint (sufficient elastic stiffness) under non-seismic service lateral loads,

(e) “isolation interface” is the boundary between the isolated upper portion of the structure above the isolation system and the lower portion of the structure below the isolation system, and

(f) “wind-restraint system” is the collection of structural elements of the isolation system that provides restraint of the seismically isolated structure for wind loads and is permitted to be either an integral part of the isolator units or a separate device.

(2) Every seismically isolated structure and every portion thereof shall be analyzed and designed in accordance with,

(a) the loads and requirements prescribed in this Article and Article 4.1.8.20.,

(b) other applicable requirements of this Subsection, and

(3) For the analysis and modeling of the seismically isolated structure, the following criteria shall apply:

(a) three dimensional Non-linear Dynamic Analysis of the structure shall be performed in accordance with Article 4.1.8.12,

(b) unless verified from rational analysis, the inherent equivalent viscous damping — excluding the hysteretic damping provided by the isolation system or supplemental energy dissipation devices — used in the analysis shall not be taken as more than 2.5% of the critical damping at the significant modes of vibration,

(c) all individual isolator units shall be modeled with sufficient detail to account for their non-linear force-deformation characteristics, including effects of the relevant loads, and with consideration of variations in material properties over the design life of the structure, and

(d) except for elements of the isolation system, other components of the seismically isolated structure shall be modeled using elastic material properties in accordance with Sentence 4.1.8.3.(8).

(4) The ground motion histories used in Sentence (3) shall be,

(a) appropriately selected and scaled following good engineering practice,

(b) compatible with,

(i) a response spectrum derived from the design spectral acceleration values, S(T), defined in Sentence 4.1.8.4.(9) for ground conditions of Site Classes A, B and C, and

(ii) a 5% damped response spectrum based on a site-specific evaluation for ground conditions of Site Classes D, E and F, and

(c) amplitude-scaled in an appropriate manner over the period range of 0.2 T1 to 1.5 T1, where T1 is the period of the isolated structure determined using the post-yield stiffness of the isolation system in the horizontal direction under consideration, or the period specified in Sentence 4.1.8.20.(1) if the post-yield stiffness of the isolation system is not well defined.

4.1.8.20. Seismic Isolation Design Provisions

(1) The period of the isolated structure, determined using the post-yield stiffness of the isolation system in the horizontal direction under consideration, shall be greater than three times the period of the structure above the isolation interface calculated as a fixed base.

(2) The isolation system shall be configured to produce a restoring force such that the lateral force at the TDD at the centre of mass of the isolated structure above the isolation interface is at least 0.025W_b greater than the lateral force at 50% of the TDD at the same location, in each horizontal direction, where W_b is the portion of W above the isolation interface.

(3) The values of storey shears, storey forces, member forces, and deflections used in the design of all structural framing elements and components of the isolation system shall be obtained from analysis conforming to Sentence 4.1.8.19.(3) using one of the following values, whichever produces the most critical effect:

(a) mean plus I_E times the standard deviation of the results of all Non-linear Dynamic Analyses, or

(b) times the mean of the results of all Non-linear Dynamic Analyses.

(4) The force-deformation and damping characteristics of the isolation system used in the analysis and design of the seismically isolated structures shall be validated by testing at least two full-size specimens of each predominant type and size of isolator unit of the isolation system, which shall include,

(a) the individual isolator units,

(b) separate supplemental damping devices, if used, and

(5) The force-deformation characteristics and damping value of a representative sample of the isolator units installed in the building shall be validated by tests prior to their installation.

(6) A diaphragm or horizontal structural elements shall provide continuity immediately above the isolation interface to transmit forces due to non-uniform ground motions from one part of the structure to another.

(7) All structural framing elements shall be designed for the forces described in Sentence (3) with R_dR_o= 1.0, except,

(a) for structures with I_E < 1.5, all the SFRS shall be detailed in accordance with the requirements for Rd ≥ 1.5 and the applicable referenced design standards, and

(b) for structures with I_E = 1.5, all the SFRS shall be detailed in accordance with the requirements for Rd ≥ 2.0 and the applicable referenced design standards.

(8) The height restrictions noted in Table 4.1.8.9. need not apply to seismically isolated structures.

(9) All isolator units shall be,

(a) designed for the forces described in Sentence (3), and

(b) able to accommodate the TDD determined at the specific location of each isolator unit.

(10) The isolation system, including a separate wind-restraint system if used, shall limit lateral displacement due to wind loads across the isolation interface to a value equal to that required for the least storey height in accordance with Sentence 4.1.3.5.(3).

4.1.8.21. Supplemental Energy Dissipation

(1) For the purposes of this Article and Article 4.1.8.22., the following terms shall have the meaning stated herein:

(a) “supplemental energy dissipation device” is a dedicated structural element of the supplemental energy dissipation system that dissipates energy due to relative motion of each of its ends or by alternative means, and includes all pins, bolts, gusset plates, brace extensions and other components required to connect it to the other elements of the structure; a device may be classified as either displacement-dependent or velocity-dependent, or a combination thereof, and may be configured to act in either a linear or non-linear manner, and

(b) “supplemental energy dissipation system” is a collection of energy dissipation devices installed in a structure that supplement the energy dissipation of the SFRS.

(2) Every structure with a supplemental energy dissipation system and every portion thereof shall be designed and constructed in accordance with,

(a) the loads and requirements prescribed in this Article and Article 4.1.8.22.,

(b) other applicable requirements of this Subsection, and

(3) Where supplemental energy dissipation devices are used across the isolation interface of a seismically isolated structure, displacements, velocities, and accelerations shall be determined in accordance with Article 4.1.8.20.

(4) For the analysis and modeling of structures with supplemental energy dissipation devices, the following criteria shall apply:

(a) a three-dimensional Non-linear Dynamic Analysis of the structure shall be performed in accordance with Article 4.1.8.12.,

(b) for SFRS with R_d > 1.0, the non-linear hysteretic behaviour of the SFRS shall be explicitly — with sufficient detail — accounted for in the modeling and analysis of the structure,

(c) unless verified from rational analysis, the inherent equivalent viscous damping — excluding the damping provided by the supplemental energy dissipation devices — used in the analysis shall not be taken as more than 2.5% of the critical damping at the significant modes of vibration,

(d) all supplemental energy dissipation devices shall be modeled with sufficient detail to account for their non-linear force deformation characteristics, including effects of the relevant loads, and with consideration of variations in their properties over the design life of the structure, and

(e) except for the SFRS and elements of the supplemental energy dissipation system, other components of the structure shall be modeled using elastic material properties in accordance with Sentence 4.1.8.3.(8).

(5) The ground motion histories used in Sentence (4) shall be,

(a) appropriately selected and scaled following good engineering practice,

(b) compatible with a 5% damped response spectrum derived from the design spectral acceleration values, S(T), defined in Sentence 4.1.8.4.(9), and

(c) amplitude-scaled in an appropriate manner over the period range of 0.2 T₁ to 1.5 T₁, where T₁ is the fundamental lateral period of the structure with the supplemental energy dissipation system.

4.1.8.22. Supplemental Energy Dissipation Design Considerations

(1) The values of storey shears, storey forces, member forces, and deflections for the design of all structural framing elements and all supplemental energy dissipation devices shall be obtained from analysis conforming to Sentence 4.1.8.21.(4) using one of the following values, whichever produces the most critical effect:

(a) mean plus I_E times the standard deviation of the results of all Non-linear Dynamic Analyses, or

(b) times the mean of the results of all Non-linear Dynamic Analyses.

(2) The largest interstorey deflection at any level of the structure as determined in accordance with Sentence (1) shall conform to the limits stated in Sentence 4.1.8.13.(3).

(3) The force-deformation and force-velocity characteristics of the supplemental energy dissipation devices used in the analysis and design of structures with supplemental energy dissipation systems shall be validated by testing at least two full-size specimens of each type of supplemental energy dissipation device.

(4) The force-deformation and force-velocity characteristics and damping values of a representative sample of the supplemental energy dissipation devices installed in the building shall be validated by tests prior to their installation.

(5) Elements of the supplemental energy dissipation system, except the supplemental energy dissipation devices themselves, shall be designed to remain elastic for the design loads.

(6) All structural framing elements shall be designed,

(a) for an SFRS with R_d =1.0, using the forces referred to in Sentence (1) with R_dR_o = 1.0, except that the SFRS shall be detailed in accordance with the requirements for R_d ≥ 1.5 and the applicable referenced design standards, or

(b) for an SFRS with R_d > 1.0, using the forces referred to in Sentence (1) with R_dR_o = 1.0, except that the SFRS shall be detailed in accordance with the requirements for the selected R_d and the applicable referenced design standards.

(7) Supplemental energy dissipation devices and other components of the supplemental energy dissipation system shall be designed in accordance with Sentence (1) with consideration of the following:

(a) low-cycle, large-displacement degradation due to seismic loads,

(b) high-cycle, small-displacement degradation due to wind, thermal, or other cyclic loads,

(d) adhesion of device parts due to corrosion or abrasion, biodegradation, moisture, or chemical exposure,

(e) exposure to environmental conditions, including, but not limited to, temperature, humidity, moisture, radiation (e.g., ultraviolet light), and reactive or corrosive substances (e.g., salt water),

(f) devices subject to failure due to low-cycle fatigue must resist wind forces without slip, movement, or inelastic cycling,

(g) the range of thermal conditions, device wear, manufacturing tolerances, and other effects that cause device properties to vary during the design life of the device, and

(h) connection points of devices must provide sufficient articulation to accommodate simultaneous longitudinal, lateral, and vertical displacements of the supplemental energy dissipation system.

(8) Means of access for inspection and removal for replacement of all supplemental energy dissipation devices shall be provided.

113. Clause 4.2.3.2.(1)(c) of Division B of the Regulation is revoked and the following substituted:

(c) CSA O80.15, “Preservative Treatment of Wood for Building Foundation Systems, Basements, and Crawl Spaces by Pressure Processes”.

114. Clause 4.2.3.8.(1)(e) of Division B of the Regulation is revoked and the following substituted:

(e) CSA G40.21, “Structural Quality Steel”.

115. Sentence 4.3.2.1.(1) of Division B of the Regulation is amended by striking out “CSA S304.1” and substituting “CSA S304”.

116. Sentence 4.3.3.1.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-A23.3” and substituting “CSA A23.3”.

117. Sentence 4.3.4.2.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-S136” and substituting “CSA S136”.

118. Sentence 4.3.6.1.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Glass used in buildings shall be designed in conformance with,

(a) CAN/CGSB-12.20-M, “Structural Design of Glass for Buildings”, using an adjustment factor on the wind load, W, of not less than 0.75, or

(b) ASTM E1300, “Determining Load Resistance of Glass in Buildings”, using an adjustment factor on the wind load, W, of not less than 1.0.

119. Sentence 4.4.1.1.(1) of Division B of the Regulation is amended by striking out “Frame-Membrane Supported Structures” and substituting “Frame-Supported Membrane Structures”.

120. Article 4.4.2.1. of Division B of the Regulation is revoked and the following substituted:

4.4.2.1. Design Basis for Storage Garages and Repair Garages

(1) Storage garages and repair garages shall be designed in conformance with CSA S413, “Parking Structures”.

121. Sentence 4.4.4.1.(4) of Division B of the Regulation is amended by striking out “Galvanising” and substituting “Galvanizing”.

122. Article 5.1.4.1. of Division B of the Regulation is amended by adding the following Sentence:

(1.1) Where building materials, components or assemblies perform more than one function, they shall satisfy the requirements of all of those functions.

123. Article 5.2.2.2. of Division B of the Regulation is amended by adding the following Sentences:

(4) Except as provided in Sentence (5), the wind uplift resistance of membrane roofing assemblies shall be determined in accordance with the requirements of CSA A123.21, “Dynamic Wind Uplift Resistance of Membrane-Roofing Systems”.

(5) Membrane roofing assemblies with proven past performance for the anticipated wind loads need not comply with Sentence (4).

124. Sentence 5.3.1.3.(3) of Division B of the Regulation is revoked.

125. Clause 5.4.1.2.(1)(a) of Division B of the Regulation is revoked and the following substituted:

(a) have an air leakage characteristic not greater than 0.02 L/(s•m²) measured at an air pressure difference of 75 Pa when tested in accordance with ASTM E2178, “Air Permeance of Building Materials”, or

126. (1) Sentences 5.6.1.2.(1) and (2) of Division B of the Regulation are revoked and the following substituted:

(1) Reserved

(2) Reserved

(2) Article 5.6.1.2. of Division B of the Regulation is amended by adding the following Sentence:

(4) Where protective materials described in Sentence (3) are part of a vegetative roofing system, they shall be resistant to root and rhizome penetration when tested in accordance with ANSI/GRHC/SPRI VR-1, “Procedure for Investigating Resistance to Root Penetration on Vegetative Roofs”.

127. Sections 5.7., 5.8. and 5.9. of Division B of the Regulation are revoked and the following substituted:

Section 5.7. Surface and Ground Water

5.7.1. Protection from Surface Water

5.7.1.1. Application

(1) This Subsection applies to the location of buildings, the grading of building sites, the directing of surface water away from building assemblies and the provision of means for drainage.

5.7.1.2. Required Protection

(1) The building shall be located, the building site shall be graded or surface water shall be directed away from building assemblies so as to,

(a) minimize the accumulation of surface water against the building in a manner that does not adversely affect adjacent buildings or properties, or

(b) accommodate the accumulation of surface water on the property in a manner that does not adversely affect the building or adjacent buildings or properties.

(2) Drainage shall be provided to direct surface water away from building assemblies separating interior space from the ground, except,

(a) where the building assembly is designed in accordance with Subsection 5.7.2. to withstand continuous hydrostatic pressure, or

(b) where it can be shown that the lack of drainage will not adversely affect any of,

(i) the health or safety of building users,

(ii) the intended use of the building, or

(iii) the operation of building services.

5.7.2. Protection from Hydrostatic Pressure

5.7.2.1. Application

(1) This Subsection applies to waterproofing materials, components, assemblies and systems applied to building assemblies that separate dissimilar environments and are subjected to hydrostatic pressure.

5.7.2.2. Design of Building Elements under Hydrostatic Loads

(1) Waterproofing materials, components, assemblies and systems described in Article 5.7.2.1. shall be designed in accordance with Subsection 5.1.4.

(2) The hydrostatic design loads shall be determined in accordance with Subsection 5.2.2.

5.7.2.3. Required Protection

(1) Waterproofing materials, components, assemblies and systems described in Article 5.7.2.1. shall comply with Article 5.7.3.2.

5.7.3. Protection from Ground Water

5.7.3.1. Application

(1) This Subsection applies to the protection of building assemblies that separate interior space from the ground.

5.7.3.2. Required Protection

(1) Except as provided in Sentence (2) and Article 5.7.3.4., building assemblies described in Article 5.7.3.1. shall be protected by waterproofing in accordance with Article 5.7.3.3. so as to minimize the ingress of ground water into the building or the accumulation of ground water against the building.

(2) Waterproofing is not required where it can be shown that,

(a) a building is designed to accommodate the ingress or accumulation of ground water, or

(b) the ingress or accumulation of ground water will not adversely affect any of,

(i) the health or safety of building users,

(ii) the intended use of the building, or

(iii) the operation of building services.

5.7.3.3. Waterproofing

(1) Waterproofing materials, components, assemblies or systems installed to provide the required protection shall form a continuous and impervious barrier to the ingress of ground water and be capable of accommodating,

(a) imperfections, construction joints, control joints and expansion joints,

(b) junctions between different building assemblies, and

5.7.3.4. Where Dampproofing is Permitted

(1) Vertical building assemblies that separate interior space from the ground are permitted to be dampproofed where,

(a) the building assemblies are not subjected to hydrostatic pressure,

(b) the substrate is cast-in-place concrete, and

(2) Joints, junctions and penetrations shall be designed and constructed to maintain the continuity of the dampproofing.

Section 5.8. Sound Transmission

5.8.1. Protection from Airborne Noise

5.8.1.1. Required Protection

(1) Except as provided in Sentence (2), a dwelling unit shall be separated from every other space in a building in which noise may be generated by,

(a) a separating assembly and adjoining construction, which, together, provide an apparent sound transmission class rating not less than 47, or

(b) a separating assembly that provides a sound transmission class rating not less than 50 and adjoining construction that conforms to Article 9.11.1.4.

(2) Construction separating a dwelling unit from an elevator shaft or a refuse chute shall have an STC rating not less than 55.

5.8.1.2. Determination of Sound Transmission Ratings

(1) The STC ratings of separating assemblies shall be determined in accordance with ASTM E413, “Classification for Rating Sound Insulation”, using the results from measurements carried out in accordance with ASTM E90, “Laboratory Measurement of Airborne Sound Transmission Loss of Building Partitions and Elements”.

(2) The ASTC ratings of separating assemblies and adjoining construction shall be,

(a) determined in accordance ASTM E413, “Classification for Rating Sound Insulation”, using the results from measurements carried out in accordance with ASTM E336, “Measurement of Airborne Sound Attenuation Between Rooms in Buildings”, or

(b) calculated in accordance with,

(i) the detailed method described in Article 5.8.1.4., or

(ii) the simplified method described in Article 5.8.1.5.

5.8.1.3. Compliance with Required Ratings

(1) Compliance with the required STC ratings shall be demonstrated through,

(a) measurements carried out in accordance with Sentence 5.8.1.2.(1), or

(b) the construction of separating assemblies conforming to Table 1 or 2 of MMAH Supplementary Standard SB-3, “Fire and Sound Resistance of Building Assemblies”, as applicable.

(2) Compliance with the required ASTC ratings shall be demonstrated through,

(a) measurements or calculations carried out in accordance with Sentence 5.8.1.2.(2), or

(b) the construction of separating assemblies conforming to Table 1 or 2 of MMAH Supplementary Standard SB-3, “Fire and Sound Resistance of Building Assemblies”, as applicable, that have an STC rating not less than 50 in conjunction with flanking assemblies constructed in accordance with Article 9.11.1.4.

5.8.1.4. Detailed Method for Calculating ASTC

(1) This Article sets out the detailed method for calculating the ASTC ratings of separating assemblies and adjoining construction referred to in Subclause 5.8.1.2.(2)(b)(i).

(2) The sound transmission loss measured in accordance with ASTM E90, “Laboratory Measurement of Airborne Sound Transmission Loss of Building Partitions and Elements”, shall be used in lieu of the sound reduction index required in ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”.

(3) The vibration reduction index for the junctions between separating assemblies shall be,

(a) determined using the equations presented in Annex E of ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”, or

(b) measured in accordance with Parts 1 to 4 of ISO 10848, “Acoustics - Laboratory Measurement of the Flanking Transmission of Airborne and Impact Sound Between Adjoining Rooms”.

(4) The normalized flanking level difference shall be measured in accordance with Parts 1 to 4 of ISO 10848, “Acoustics - Laboratory Measurement of the Flanking Transmission of Airborne and Impact Sound Between Adjoining Rooms”.

(5) The direct sound reduction index for the separating assembly in situ shall be determined from sound transmission loss in accordance with Clause (a) or (b), depending on the type of construction:

(a) for a lightweight separating wall or floor assembly with wood or steel framing, the index shall be taken as equal to the sound transmission loss, without correction,

(b) for a heavyweight separating wall or floor assembly of concrete or masonry, the index shall be determined in accordance with the detailed method for structure-borne transmission presented in ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”.

(6) The flanking sound reduction index for each flanking path at each edge of the separating assembly shall be determined in accordance with Clause (a), (b) or (c), depending on the type of construction:

(a) for a lightweight separating wall or floor assembly with wood or steel framing and connected lightweight flanking assemblies with wood or steel framing, the index shall be taken as equal to the normalized flanking level difference re-normalized for the ASTC field situation in accordance with Annex F of ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”,

(b) for a heavyweight separating wall or floor assembly of concrete or masonry and connected flanking assemblies of concrete or masonry, the index shall be determined in accordance with the detailed method for structure-borne transmission presented in ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”,

(c) for a mixture of lightweight framed assemblies and heavyweight concrete or masonry assemblies, the index shall be determined in accordance with Clause (a) or (b).

(7) Once the pertinent indices and measurements referred to in Sentences (2) to (6) have been determined based on the type of construction, the apparent sound reduction index shall then be determined in accordance with ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”.

(8) The ASTC rating shall be calculated in accordance with ASTM E413, “Classification for Rating Sound Insulation”, using the apparent sound reduction index determined in Sentence (7), which shall be treated as equivalent to the values of apparent sound transmission loss measured in accordance with ASTM E336, “Measurement of Airborne Sound Attenuation between Rooms in Buildings”.

5.8.1.5. Simplified Method for Calculating ASTC

(1) This Article sets out the simplified method for calculating the ASTC ratings of separating assemblies and adjoining construction referred to in Subclause 5.8.1.2.(2)(b)(ii).

(2) The STC rating shall be used in lieu of the weighted sound reduction index required in ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”.

(3) The vibration reduction index for the junctions between separating assemblies shall be,

(b) measured in accordance with Parts 1 to 4 of ISO 10848, “Acoustics - Laboratory Measurement of the Flanking Transmission of Airborne and Impact Sound Between Adjoining Rooms”.

(4) The weighted normalized flanking level difference shall be determined in accordance with ASTM E413, “Classification for Rating Sound Insulation”, using the results from measurements carried out in accordance with Parts 1 to 4 of ISO 10848, “Acoustics - Laboratory Measurement of the Flanking Transmission of Airborne and Impact Sound Between Adjoining Rooms”.

(5) The direct weighted sound reduction index for the separating assembly shall be taken as equal to the STC rating, without correction.

(6) The weighted flanking sound reduction index for each flanking path at each edge of the separating assembly shall be determined in accordance with Clause (a) or (b), depending on the type of construction:

(a) for a lightweight separating wall or floor assembly with wood or steel framing and connected lightweight flanking assemblies with wood or steel framing, the index shall be taken as equal to the weighted normalized flanking level difference re-normalized for the ASTC field situation in accordance with Annex F of ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”,

(b) for a heavyweight separating wall or floor assembly of concrete or masonry and connected flanking assemblies of concrete or masonry, the index shall be determined in accordance with the simplified method for structure-borne transmission presented in ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”.

(7) Once the pertinent indices and measurements referred to in Sentences (2) to (6) have been determined based on the type of construction, the ASTC rating shall then be calculated in accordance with ISO 15712-1, “Building Acoustics - Estimation of Acoustic Performance of Buildings From the Performance of Elements - Part 1: Airborne Sound Insulation Between Rooms”.

Section 5.9. Reserved

128. (1) Table 5.10.1.1. of Division B of the Regulation is revoked and the following substituted:

Table 5.10.1.1.
Standards Applicable to Environmental Separators and Assemblies Exposed to the Exterior

Forming Part of Sentence 5.10.1.1.(1)

Item	Column 1 Issuing Agency	Column 2 Document Number	Column 3 Title of Document
1.	ASME	ANSI/ASME B18.6.1	Wood Screws (Inch Series)
2.	ASTM	A123 / A123M	Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
3.	ASTM	A153 / A153M	Zinc Coating (Hot-Dip) on Iron and Steel Hardware
4.	ASTM	A653 / A653M	Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process
5.	ASTM	C4	Clay Drain Tile and Perforated Clay Drain Tile
6.	ASTM	C73	Calcium Silicate Brick (Sand-Lime Brick)
7.	ASTM	C126	Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry Units
8.	ASTM	C212	Structural Clay Facing Tile
9.	ASTM	C412M	Concrete Drain Tile (Metric)
10.	ASTM	C444M	Perforated Concrete Pipe (Metric)
11.	ASTM	C553	Mineral Fiber Blanket Thermal Insulation for Commercial and Industrial Applications
12.	ASTM	C612	Mineral Fiber Block and Board Thermal Insulation
13.	ASTM	C700	Vitrified Clay Pipe, Extra Strength, Standard Strength and Perforated
14.	ASTM	C726	Mineral Wood Roof Insulation Board
15.	ASTM	C834	Latex Sealants
16.	ASTM	C840	Application and Finishing of Gypsum Board
17.	ASTM	C920	Elastomeric Joint Sealants
18.	ASTM	C991	Flexible Fibrous Glass Insulation for Metal Buildings
19.	ASTM	C1002	Steel Self-Piercing Tapping Screws for the Application of Gypsum Panel Products or Metal Plaster Bases to Wood Studs or Steel Studs
20.	ASTM	C1177 / C1177M	Glass Mat Gypsum Substrate for Use as Sheathing
21.	ASTM	C1178 / C1178M	Coated Glass Mat Water-Resistant Gypsum Board Backing Panel
22.	ASTM	C1184	Structural Silicone Sealants
23.	ASTM	C1311	Solvent Release Sealants
24.	ASTM	C1330	Cylindrical Sealant Backing for Use with Cold Liquid-Applied Sealants
25.	ASTM	C1396 / C1396M⁽¹⁾	Gypsum Board
26.	ASTM	C1658 / C1658M⁽²⁾	Glass Mat Gypsum Panels
27.	ASTM	D1227	Emulsified Asphalt Used as a Protective Coating for Roofing
28.	ASTM	D2178	Asphalt Glass Felt Used in Roofing and Waterproofing
29.	ASTM	D3019⁽³⁾	Lap Cement Used with Asphalt Roll Roofing, Non-Fibered, Asbestos-Fibered, and Non-Asbestos-Fibered
30.	ASTM	D4479 / D4479M	Asphalt Roof Coating - Asbestos-Free
31.	ASTM	D4637 / D4637M	EPDM Sheet Used in Single-Ply Roof Membrane
32.	ASTM	D4811 / D4811M	Nonvulcanized (Uncured) Rubber Sheet Used as Roof Flashing
33.	ASTM	D6878 / D6878M	Thermoplastic Polyolefin Based Sheet Roofing
34.	ASTM	E2190	Insulating Glass Unit Performance and Evaluation
35.	BNQ	BNQ3624-115	Polyethylene (PE) Pipe and Fittings - Flexible Pipes for Drainage - Characteristics and Test Methods
36.	CGSB	CAN/CGSB-11.3-M	Hardboard
37.	CGSB	CAN/CGSB-11.5-M	Hardboard, Precoated, Factory Finished, for Exterior Cladding
38.	CGSB	CAN/CGSB-12.1-M	Tempered or Laminated Safety Glass
39.	CGSB	CAN/CGSB-12.2-M	Flat, Clear Sheet Glass
40.	CGSB	CAN/CGSB-12.3-M	Flat, Clear Float Glass
41.	CGSB	CAN/CGSB-12.4-M	Heat Absorbing Glass
42.	CGSB	CAN/CGSB-12.8	Insulating Glass Units
43.	CGSB	CAN/CGSB-12.10-M	Glass, Light and Heat Reflecting
44.	CGSB	CAN/CGSB-12.11-M	Wired Safety Glass
45.	CGSB	37-GP-9Ma	Primer, Asphalt, Unfilled, for Asphalt Roofing, Dampproofing and Waterproofing
46.	CGSB	CAN/CGSB-37.50-M	Hot Applied, Rubberized Asphalt for Roofing and Waterproofing
47.	CGSB	CAN/CGSB-37.54	Polyvinyl Chloride Roofing and Waterproofing Membrane
48.	CGSB	37-GP-56M	Membrane, Modified, Bituminous, Prefabricated, and Reinforced for Roofing
49.	CGSB	CAN/CGSB-37.58-M	Membrane, Elastomeric, Cold-Applied Liquid, for Non-Exposed Use in Roofing and Waterproofing
50.	CGSB	CAN/CGSB-41.24	Rigid Vinyl Siding, Soffits and Fascia
51.	CGSB	CAN/CGSB-51.32-M	Sheathing, Membrane, Breather Type
52.	CGSB	CAN/CGSB-51.33-M	Vapour Barrier, Sheet, Excluding Polyethylene, for Use in Building Construction
53.	CGSB	CAN/CGSB-51.34-M	Vapour Barrier, Polyethylene Sheet for Use in Building Construction
54.	CGSB	CAN/CGSB-93.1-M	Sheet, Aluminum Alloy, Prefinished Residential
55.	CGSB	CAN/CGSB-93.2-M	Prefinished Aluminum Siding, Soffits and Facsia for Residential Use
56.	CGSB	CAN/CGSB-93.3-M	Prefinished Galvanized and Aluminum-Zinc Alloy Steel Sheet for Residential Use
57.	CGSB	CAN/CGSB-93.4	Galvanized Steel and Aluminum-Zinc Alloy Coated Steel Siding, Soffits and Fascia, Prefinished, Residential
58.	CSA	A23.1	Concrete Materials and Methods of Concrete Construction
59.	CSA	CAN/CSA-A82	Fire Masonry Brick Made from Clay or Shale
60.	CSA	CAN3-A93-M	Natural Airflow Ventilators for Buildings
61.	CSA	A123.1 / 123.5	Asphalt Shingles Made from Organic Felt and Surfaced with Mineral Granules / Asphalt Shingles Made from Glass Felt and Surfaced with Mineral Granules
62.	CSA	CAN/CSA-A123.2	Asphalt Coated Roofing Sheets
63.	CSA	A123.3	Asphalt Saturated Organic Roofing Felt
64.	CSA	CAN/CSA-A123.4	Asphalt for Constructing Built-Up Roof Coverings and Waterproofing Systems
65.	CSA	A123.17	Asphalt Glass Felt Used in Roofing and Waterproofing
66.	CSA	CAN3-A123.51-M	Asphalt Shingle Application on Roof Slopes 1:3 and Steeper
67.	CSA	CAN3-A123.52-M	Asphalt Shingle Application on Roof Slopes 1:6 to Less than 1:3
68.	CSA	A165.1	Concrete Block Masonry Units
69.	CSA	A165.2	Concrete Brick Masonry Units
70.	CSA	A165.3	Prefaced Concrete Masonry Units
71.	CSA	A179	Mortar and Grout for Unit Masonry
72.	CSA	CAN/CSA-A220 Series	Concrete Roof Tiles
73.	CSA	A371	Masonry Construction for Buildings
74.	CSA	A3001	Cementitious Materials for Use in Concrete
75.	CSA	CAN/CSA-B182.1	Plastic Drain and Sewer Pipe and Pipe Fittings
76.	CSA	G40.21	Structural Quality Steel
77.	CSA	CAN/CSA-G401	Corrugated Steel Pipe Products
78.	CSA	CAN/CSA-O80 Series	Wood Preservation
79.	CSA	O118.1	Western Cedars Shakes and Shingles
80.	CSA	O118.2	Eastern White Cedar Shingles
81.	CSA	O121	Douglas Fir Plywood
82.	CSA	O141	Softwood Lumber
83.	CSA	O151	Canadian Softwood Plywood
84.	CSA	O153	Poplar Plywood
85.	CSA	O325	Construction Sheating
86.	CSA	O437.0	OSB and Waferboard
87.	HPVA	ANSI/HPVA HP-1	Hardwood and Decorative Plywood
88.	ULC	CAN/ULC-S701	Thermal Insulation, Polystyrene, Boards and Pipe Covering
89.	ULC	CAN/ULC-S702	Mineral Fibre Thermal Insulation for Buildings
90.	ULC	CAN/ULC-S703	Cellulose Fibre Insulation for Buildings
91.	ULC	CAN/ULC-S704	Thermal Insulation, Polyurethane and Polyisocyanurate, Boards, Faced
92.	ULC	CAN/ULC-S705.1	Thermal Insulation - Spray Applied Rigid Polyurethane Foam, Medium Density - Material - Specification
93.	ULC	CAN/ULC-S705.2	Thermal Insulation - Spray Applied Rigid Polyurethane Foam, Medium Density - Application
94.	ULC	CAN/ULC-S706	Wood Fibre Insulating Boards for Buildings
95.	ULC	CAN/ULC-S710.1	Thermal Insulation - Bead-Applied One Component Polyurethane Air Sealant Foam, Part 1: Material Specification
96.	ULC	CAN/ULC-S711.1	Thermal Insulation - Bead-Applied Two Component Polyurethane Air Sealant Foam, Part 1: Material Specification

Notes to Table 5.10.1.1.:

⁽¹⁾ The flame-spread rating of gypsum board shall be determined in accordance with CAN/ULC-S102, “Test for Surface Burning Characteristics of Building Materials and Assemblies”, in lieu of ASTM E84, “Surface Burning Characteristics of Building Materials”, as indicated in ASTM C1396 / C1396M, “Gypsum Board”.

⁽²⁾ The flame-spread rating of glass mat gypsum panels shall be determined in accordance with CAN/ULC-S102, “Test for Surface Burning Characteristics of Building Materials and Assemblies”, in lieu of ASTM E84, “Surface Burning Characteristics of Building Materials”, as indicated in ASTM C1658 / C1658M, “Glass Mat Gypsum Panels”.

⁽³⁾ For the purpose of compliance with Part 5, ASTM D3019, “Lap Cement Used with Asphalt Roll Roofing, Non-Fibered, Asbestos-Fibered, and Non-Asbestos-Fibered”, applies only with respect to non-fibered and non-asbestos-fibered (Types I and III) asphalt roll roofing.

(2) Section 5.10. of Division B of the Regulation is amended by adding the following Subsection:

5.10.4. Other Fenestration Assemblies

5.10.4.1. Definition

(1) In this Subsection,

Other fenestration assemblies means curtain walls, window walls, storefronts and glazed architectural structures.

5.10.4.2. Structural and Environmental Loads

(1) Other fenestration assemblies and their components shall be designed and constructed in accordance with Article 5.1.4.1.

5.10.4.3. Heat Transfer

(1) Other fenestration assemblies and their components shall meet the heat transfer performance requirements set out in Section 5.3.

(2) Other fenestration assemblies that are metal-framed and separate interior conditioned space from interior unconditioned space or exterior space shall incorporate a thermal break to minimize condensation.

5.10.4.4. Air Leakage

(1) Other fenestration assemblies and their components shall be designed and constructed in accordance with Section 5.4.

(2) Except as provided in Sentence (3), other fenestration assemblies and their components shall have an air leakage characteristic, measured at an air pressure difference of 75 Pa and tested in accordance with ASTM E283, “Determining Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen”, that is not greater than,

(a) 0.2 L/(s•m²) for fixed portions, including any opaque portions, and

(b) 1.5 L/(s•m²) for operable portions.

(3) The following need not comply with Sentence (2):

(a) interior windows and interior doors that do not serve as environmental separators,

(b) vehicular access doors, including garage doors,

(d) commercial entrance systems,

(e) revolving doors,

(f) smoke and relief air vents,

(g) site-built door systems, and

(h) commercial steel doors.

5.10.4.5. Water Penetration

(1) Other fenestration assemblies and their components shall be designed and constructed in accordance with Section 5.6.

(2) Except as provided in Sentence (4), other fenestration assemblies and their components shall resist water penetration when tested in accordance with,

(a) ASTM E331, “Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference”, or

(b) ASTM E547, “Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Cyclic Static Air Pressure Difference”.

(3) Testing described in Sentence (2) shall be carried out at the driving rain wind pressure as calculated in accordance with CSA A440S1, “Canadian Supplement to AAMA/WDMA/CSA 101/I.S.2/A440-11, NAFS - North American Fenestration Standard/Specification for Windows, Doors, and Skylights”.

(4) The following need not comply with Sentence (2):

(a) interior windows and interior doors,

(b) vehicular access doors, including garage doors,

(d) commercial entrance systems,

(e) revolving doors,

(f) smoke and relief air vents,

(g) site-built door systems, and

(h) commercial steel doors.

129. (1) Clause 6.2.1.1.(1)(j) of Division B of the Regulation is revoked and the following substituted:

(j) Reserved

(2) Clause 6.2.1.1.(1)(k) of Division B of the Regulation is amended by striking out “NRCC 54435” and substituting “NRCC 56191”.

130. (1) Clause 6.2.1.4.(6)(a) of Division B of the Regulation is amended by striking out “CAN/CSA-B214” at the beginning and substituting “CSA B214”.

(2) Clause 6.2.1.4.(7)(b) of Division B of the Regulation is amended by striking out “November 1, 2013” at the end and substituting “March 16, 2015”.

131. Sentence 6.2.1.6.(2) of Division B of the Regulation is revoked and the following substituted:

(2) Where electric space heating, other than forced-air electric heating system, is provided in buildings of residential occupancy within the scope of Part 9, the mechanical ventilation system shall include heat recovery ventilators designed to provide a minimum 55% sensible heat recovery efficiency when tested to the low temperature thermal and ventilation performance test method set out in CAN/CSA-C439, “Rating the Performance of Heat/Energy-Recovery Ventilators”, at a Station 1 test temperature of -25°C at an air flow not less than 30 L/s.

132. Sentence 6.2.1.10.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Asbestos shall not be used in heating, ventilating or air-conditioning systems or equipment.

133. (1) Sentence 6.2.2.4.(1) of Division B of the Regulation is amended by striking out “in the ACGIH, “Industrial Ventilation Manual”” at the end and substituting “by good engineering practice appropriate to the circumstances such as that described in the publications listed in Article 6.2.1.1.”

(2) Sentence 6.2.2.4.(2) of Division B of the Regulation is amended by striking out “spreading” and substituting “the spread”.

(3) Sentence 6.2.2.4.(3) of Division B of the Regulation is revoked and the following substituted:

(3) Heating, ventilating and air-conditioning systems shall be designed to minimize growth and spread of bio-contaminants.

(4) Sentence 6.2.2.4.(4) of Division B of the Regulation is amended by striking out “CSA-B52” and substituting “CSA B52”.

134. Sentence 6.2.2.5.(1) of Division B of the Regulation is amended by striking out “NRCC 53303” and substituting “NRCC 56192”.

135. Sentence 6.2.2.6.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Except as provided in Article 3.6.3.5., all commercial cooking equipment shall be provided with ventilation systems designed, constructed and installed to conform to NFPA 96, “Ventilation Control and Fire Protection of Commercial Cooking Operations”.

136. Subsection 6.2.3. of Division B of the Regulation is amended by adding the following Article:

6.2.3.1A. Drain Pans

(1) Dehumidifying cooling coil assemblies and condensate-producing heat exchangers shall be equipped with drain pans beneath them that are,

(a) designed in accordance with Section 5.11, Drain Pans, of ANSI/ASHRAE 62.1, “Ventilation for Acceptable Indoor Air Quality”,

(b) provided with an outlet that is piped to the outside of the airstream in a location where condensate can be eliminated,

(d) provided with a drain line that is indirectly connected to a drainage system in accordance with Article 7.4.2.1.

137. Sentence 6.2.3.2.(1) of Division B of the Regulation is amended by striking out “clay, asbestos-cement or similar noncombustible material” at the end and substituting “clay or similar noncombustible material”.

138. Sentence 6.2.3.4.(5) of Division B of the Regulation is amended by striking out “Article 3.1.5.12.” at the end and substituting “Article 3.1.5.12A.”

139. Article 6.2.3.12. of Division B of the Regulation is amended by adding the following Sentence:

(6) Outdoor air intakes shall be located so that they are separated a minimum distance from sources of contaminants in accordance with Table 6.2.3.12.

Table 6.2.3.12.
Minimum Separation Distances between Exhaust and Air Intake Openings

Forming Part of Sentence 6.2.3.12.(6)

Item	Column 1 Location	Column 2 Minimum Separation Distance, m
1.	Garage entry of a garage for 5 or more motor vehicles, automobile loading area and drive-in queue	4.5
2.	Truck loading area or dock, and bus parking	7.6
3.	Driveway, parking space, lane, road and similar locations that carry a low volume of traffic	1.5
4.	Thoroughfare, arterial road, freeway, highway and similar locations that carry a high volume of traffic	7.6
5.	Garbage storage/pick-up area and dumpsters	4.5
6.	Discharge from evaporative cooling tower, evaporative fluid cooler and evaporative condenser	7.6
7.	Sanitary vent	3.5
8.	Kitchen exhaust outlet	3.0
9.	Vent for combustion products from solid fuel-burning appliances	3.0

140. Sentence 6.2.3.13.(1) of Division B of the Regulation is amended by striking out “ULC-S111, “Fire Tests For Air Filter Units”” at the end and substituting “CAN/ULC-S111, “Fire Tests for Air Filter Units””.

141. Article 6.2.3.14. of Division B of the Regulation is revoked and the following substituted:

6.2.3.14. Evaporative Cooling Towers, Evaporative Fluid Coolers and Evaporative Condensers

(1) Discharge from evaporative cooling towers to ventilation air intakes shall comply with CAN/CSA-Z317.2, “Special Requirements for Heating, Ventilation, and Air Conditioning (HVAC) Systems in Health Care Facilities”.

(2) The distance between the air intakes of evaporative cooling towers, evaporative fluid coolers and evaporative condensers in relation to kitchen exhaust outlets, vegetation or other sources of organic matter shall be not less than 4.6 m.

(3) Evaporative cooling towers, evaporative fluid coolers and evaporative condensers shall be provided with water treatment equipment for biological growth control in accordance with Subsection 7.6.2. of ASHRAE Guideline 12, “Minimizing the Risk of Legionellosis Associated with Building Water Systems”.

(4) Evaporative cooling towers, evaporative fluid coolers and evaporative condensers shall be provided with access ports, service platforms, fixed ladders and restraint connections to allow visual inspection, maintenance and testing.

(5) Evaporative cooling towers shall comply with the requirements of NFPA 214, “Water-Cooling Towers”.

6.2.3.14A. Evaporative Cooling Sections, Evaporative Air Coolers, Misters, Atomizers, Air Washers and Humidifiers

(1) The filter and water evaporation medium of every air washer and evaporative cooling section enclosed within a building shall be made of noncombustible material.

(2) Sumps for air washer and evaporative cooling sections shall be constructed and installed so that they can be flushed and drained.

(3) Evaporative air coolers, misters, atomizers, air washers and humidifiers shall be designed in accordance with Sections 8 and 9 of ASHRAE Guideline 12, “Minimizing the Risk of Legionellosis Associated with Building Water Systems”.

(4) Evaporative cooling sections shall comply with the requirements of NFPA 214, “Water-Cooling Towers”.

142. (1) Article 6.2.4.8. of Division B of the Regulation is amended by adding the following Sentence:

(0.1) Except as permitted in Sentences (1) and (1.1), foamed plastic insulation shall not be used as part of an air duct or for insulating an air duct.

(2) Sentence 6.2.4.8.(1) of Division B of the Regulation is amended by striking out “Article 3.1.5.12.” at the end and substituting “Article 3.1.5.12A.”

(3) Article 6.2.4.8. of Division B of the Regulation is amended by adding the following Sentence:

(1.1) Foamed plastic insulation conforming to Article 9.25.2.2. is permitted to be used to insulate a galvanized steel, stainless steel or aluminum air duct provided,

(a) the foamed plastic insulation applied to the supply ductwork is not less than 3 m from the furnace bonnet,

(b) the temperature within the ductwork where the insulation is installed is not greater than 50°C,

(d) return air plenums are separated from the foamed plastic insulation, and

(e) the foamed plastic insulation is protected in accordance with Article 9.10.17.10.

143. Sentence 6.2.4.14.(1) of Division B of the Regulation is amended by striking out “ULC-S111, “Fire Tests For Air Filter Units”” at the end and substituting “CAN/ULC-S111, “Fire Tests for Air Filter Units””.

144. Sentence 6.2.6.1.(1) of Division B of the Regulation is amended by striking out “Incinerators, Waste” and substituting “Incinerators and Waste”.

145. Sentence 7.2.2.2.(8) of Division B of the Regulation is revoked and the following substituted:

(8) Macerating toilet systems shall conform to ASME A112.3.4 / CSA B45.9, “Plumbing Fixtures with Pumped Waste and Macerating Toilet Systems”.

146. Article 7.2.3.2. of Division B of the Regulation is amended by adding the following Sentence:

(4) Grease interceptors shall be selected and installed in conformance with,

(a) CSA B481.0, “Material, Design, and Construction Requirements for Grease Interceptors”, and

(b) CSA B481.3, “Sizing, Selection, Location, and Installation of Grease Interceptors”.

147. Article 7.2.5.1. of Division B of the Regulation is revoked and the following substituted:

7.2.5.1. Reserved

148. (1) Sentence 7.2.5.3.(2) of Division B of the Regulation is amended by striking out “CAN/CSA-B602” and substituting “CSA B602”.

(2) Sentence 7.2.5.3.(5) of Division B of the Regulation is amended by striking out “CAN/CSA-A257.4” and substituting “CSA A257.4”.

149. Sentence 7.2.5.5.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-B137.1” and substituting “CSA B137.1”.

150. Sentence 7.2.5.6.(1) of Division B of the Regulation is amended by striking out “(SDR-PR)” and substituting “(DR-PR)”.

151. Sentence 7.2.5.7.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-B137.5” and substituting “CSA B137.5”.

152. Sentence 7.2.5.8.(1) of Division B of the Regulation is amended by,

(a) striking out “CAN/CSA-B137.3” and substituting “CSA B137.3”; and

(b) striking out “CAN/CSA-B137.2” and substituting “CSA B137.2”.

153. (1) Sentence 7.2.5.9.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-B137.6” and substituting “CSA B137.6”.

(2) Sentence 7.2.5.9.(2) of Division B of the Regulation is revoked and the following substituted:

(2) The design temperature and design pressure of a CPVC piping system shall conform to Table 7.2.5.9.

Table 7.2.5.9.
Maximum Permitted Pressure for CPVC Piping at Various Temperatures

Forming part of Sentence 7.2.5.9.(2)

Item	Column 1 Maximum Temperature of Water, °C	Column 2 Maximum Permitted Pressures, kPa
1.	10	3150
2.	20	2900
3.	30	2500
4.	40	2100
5.	50	1700
6.	60	1300
7.	70	1000
8.	82	690

154. (1) Sentence 7.2.5.10.(1) of Division B of the Regulation is amended by adding the following Clause:

(g.1) CAN/CSA-B182.8, “Profile Polyethylene (PE) Storm Sewer and Drainage Pipe and Fittings”, for Type 1 joints and non-perforated pipes,

(2) Clause 7.2.5.10.(1)(h) of Division B of the Regulation is amended by striking out “CAN/CSA-B137.2” at the beginning and substituting “CSA B137.2”.

(3) Clause 7.2.5.10.(1)(i) of Division B of the Regulation is amended by striking out “CAN/CSA-B137.3” at the beginning and substituting “CSA B137.3”.

155. (1) Sentence 7.2.5.13.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-B137.9” and substituting “CSA B137.9”.

(2) Sentence 7.2.5.13.(4) of Division B of the Regulation is amended by striking out “CAN/CSA-B137.10” and substituting “CSA B137.10”.

156. Sentence 7.2.5.14.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-B137.10” and substituting “CSA B137.10”.

157. Sentence 7.2.5.15.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-B137.11” and substituting “CSA B137.11”.

158. Article 7.2.6.1. of Division B of the Regulation is amended by adding the following Sentence:

(3) Cast iron frames and covers for maintenance holes and catch basins shall conform to CAN/CSA-B70.1, “Frames and Covers for Maintenance Holes and Catchbasins”.

159. Article 7.2.6.2. of Division B of the Regulation is revoked and the following substituted:

7.2.6.2. Reserved

160. Subsection 7.2.6. of Division B of the Regulation is amended by adding the following Articles:

7.2.6.10. Stainless Steel Pipe

(1) Stainless steel pipe shall conform to,

(a) ASME B36.19M, “Stainless Steel Pipe”, and

(b) ASTM A312 / A312M, “Seamless, Welded, and Heavily Cold Worked Stainless Steel Pipes”.

(2) Only grade 304/304L or 316/316L stainless steel pipe shall be used.

7.2.6.11. Stainless Steel Butt Weld Pipe Fittings

(1) Stainless steel butt weld pipe fittings shall conform to,

(a) ASME B16.9, “Factory-Made Wrought Buttwelding Fittings”, and

(b) ASTM A403 / A403M, “Wrought Austenitic Stainless Steel Piping Fittings”.

(2) Stainless steel butt weld pipe fittings shall be made of a material that matches the grade of the pipe material used.

7.2.6.12. Stainless Steel Pipe Flanges

(1) Stainless steel pipe flanges shall,

(a) conform to ASME B16.5, “Pipe Flanges and Flanged Fittings: NPS ½ through NPS 24 Metric/Inch Standard”, and

(b) conform to ASTM A182 / A182M, “Forged or Rolled Alloy and Stainless Steel Pipe Flanges, Forged Fittings, and Valves and Parts for High-Temperature Service”, or AWWA C228, “Stainless-Steel Pipe Flanges For Water Service – Sizes 2 in. through 72 in. (50 mm through 1 800 mm)”.

(2) Stainless steel pipe flanges shall be made of a material that matches the grade of the pipe material used.

7.2.6.13. Stainless Steel Threaded Fittings

(1) Stainless steel threaded fittings shall be Schedule 40 or greater and shall conform to,

(a) ASTM A182 / A182M, “Forged or Rolled Alloy and Stainless Steel Pipe Flanges, Forged Fittings, and Valves and Parts for High-Temperature Service”, or

(b) ASTM A351 / A351M, “Castings, Austenitic, for Pressure-Containing Parts”.

(2) Stainless steel threaded fittings shall be made of a material that matches the grade of the pipe material used.

7.2.6.14. Stainless Steel Tube

(1) Stainless steel tube shall conform to,

(a) ASME B16.9, “Factory-Made Wrought Buttwelding Fittings”, and

(b) ASTM A269, “Seamless and Welded Austenitic Stainless Steel Tubing for General Service”.

(2) Only grade 304/304L or 316/316L stainless steel tubes shall be used.

7.2.6.15. Stainless Steel Pipe and Tube

(1) The use of stainless steel pipe and tube shall conform to Table 7.2.6.15.

Table 7.2.6.15.
Permitted Use of Stainless Steel Tube and Pipe

Forming Part of Sentence 7.2.6.15.(1)

Item

Column 1

Stainless Steel Tube or Pipe

Column 2

Underground Water Distribution System

Column 3

Above-ground Water Distribution System

Column 4

Building Sewer

Column 5

Underground

Drainage System

Column 6

Above-ground Drainage System

Column 7

Underground

Venting System

Column 8

Above-ground Venting System

Stainless steel pipe

Stainless steel tube

Notes to Table 7.2.6.15.:

P — Permitted

N — Not Permitted

161. (1) Table 7.2.7.4. of Division B of the Regulation is revoked and the following substituted:

Table 7.2.7.4.
Permitted Use of Copper Tube and Pipe

Forming Part of Sentence 7.2.7.4.(2)

Item	Column 1 Type of Copper Tube or Pipe	Column 2 Underground Water Distribution System	Column 3 Above-ground Water Distribution System	Column 4 Building Sewer	Column 5 Underground Drainage System	Column 6 Above-ground Drainage System	Column 7 Underground Venting System	Column 8 Above-ground Venting System
1.	K & L hard	N	P	P	P	P	P	P
2.	K & L soft	P	P	N	N	N	N	N
3.	M hard	N	P	N	N	P	N	P
4.	M soft	N	N	N	N	N	N	N
5.	DWV	N	N	N	N	P	N	P

Notes to Table 7.2.7.4.:

P — Permitted

N — Not Permitted

(2) Article 7.2.7.4. of Division B of the Regulation is amended by adding the following Sentence:

(5) Copper tube shall not be used for the fixture drain or the portion of the vent pipe below the flood level rim of manually flushing or waterless urinals.

162. Clause 7.2.8.1.(1)(b) of Division B of the Regulation is amended by striking out “Boronsilicate” and substituting “Borosilicate”.

163. Sentence 7.2.9.2.(4) of Division B of the Regulation is amended by striking out “Specification for Filler Metals for Brazing and Brazed Welding” and substituting “Filler Metals for Brazing and Braze Welding”.

164. (1) Clause 7.2.10.2.(1)(a) of Division B of the Regulation is amended by striking out “water closet flange” at the end and substituting “floor flange”.

(2) Clause 7.2.10.2.(1)(b) of Division B of the Regulation is amended by striking out “water closet flange” and substituting “floor flange”.

165. Sentence 7.2.10.4.(2) of Division B of the Regulation is amended by striking out “CAN/CSA-B602” and substituting “CSA B602”.

166. Sentence 7.2.10.11.(1) of Division B of the Regulation is amended by striking out “ANSI Z21.22 / CSA 4.4-M” and substituting “ANSI Z21.22 / CSA 4.4”.

167. Sentence 7.2.10.13.(1) of Division B of the Regulation is amended by striking out “Packaged Solar Domestic Hot Water Systems (Liquid-to-Liquid Heat Transfer)” and substituting “Packaged Solar Domestic Hot Water Systems (Liquid-to-Liquid Heat Transfer) for All-Season Use”.

168. Table 7.2.11.2 of Division B of the Regulation is amended by striking out “CAN/CSA-B” wherever it appears and substituting in each case “CSA B”.

169. Subsection 7.3.2. of Division B of the Regulation is amended by adding the following Article:

7.3.2.8. Stainless Steel Welded Joints

(1) Stainless steel welded joints shall conform to ASME B31.9, “Building Services Piping”.

(2) Butt weld pipe fittings shall be at least as thick as the wall of the pipe used.

170. (1) Sentence 7.3.3.8.(1) of Division B of the Regulation is amended by striking out “by a floor flange” and substituting “by a floor flange or other means of connection”.

(2) Sentence 7.3.3.8.(4) of Division B of the Regulation is revoked and the following substituted:

(4) Every floor flange and fixture shall be securely set on a firm base and fastened to the floor or trap flange of the fixture.

(4.1) Every joint in a floor flange or between a fixture and the drainage system shall be sealed with a resilient, watertight and gas-tight seal.

171. (1) Sentence 7.3.4.3.(1) of Division B of the Regulation is amended by striking out “from the pipe to prevent galvanic action” at the end and substituting “from the pipe or tube to prevent galvanic action”.

(2) Article 7.3.4.3. of Division B of the Regulation is amended by adding the following Sentence:

(2) Where a hanger or support for stainless steel pipe or tube is of a material other than stainless steel, it shall be suitably separated and electrically insulated from the pipe or tube.

172. (1) Clause 7.3.4.5.(2)(d) of Division B of the Regulation is revoked and the following substituted:

(d) Reserved

(2) Sentence 7.3.4.5.(2) of Division B of the Regulation is amended by striking out “and” at the end of Clause (k), by adding “and” at the end of Subclause (l)(iii) and by adding the following Clause:

(m) stainless steel pipe or tube is supported at intervals not exceeding,

(i) 3 000 mm if the pipe or tube size is 1 in. or more, and

(ii) 2 500 mm if the pipe or tube size is less than 1 in.

173. Sentence 7.3.5.2.(1) of Division B of the Regulation is amended by striking out “asbestos-cement drainage pipe or”.

174. Sentence 7.5.5.5.(2) of Division B of the Regulation is revoked and the following substituted:

(2) Except as required in Sentence 7.5.7.7.(2), where a plumbing system is installed in a building, every storey in which plumbing is or may be installed, including the basement of the building, shall have extended into it or passing through it a vent pipe that is at least 1 ½ in. in size for the provision of future connections.

175. Sentence 7.5.9.1.(1) of Division B of the Regulation is amended by striking out “Individual vents may” at the beginning and substituting “Individual vents and dual vents are permitted to”.

176. (1) Sentence 7.6.2.5.(3) of Division B of the Regulation is amended by striking out “Packaged Solar Domestic Hot Water Systems (Liquid-to-Liquid Heat Transfer)” at the end and substituting “Packaged Solar Domestic Hot Water Systems (Liquid-to-Liquid Heat Transfer) for All-Season Use”.

(2) Sentence 7.6.2.5.(4) of Division B of the Regulation is amended by striking out “Packaged Solar Domestic Hot Water Systems (Liquid-to-Liquid Heat Transfer)” and substituting “Packaged Solar Domestic Hot Water Systems (Liquid-to-Liquid Heat Transfer) for All-Season Use”.

177. Sentence 7.6.2.6.(3) of Division B of the Regulation is amended by striking out “CAN/CSA-B64.6, “Dual Check Valve Backflow Preventers (DuC)”” at the end and substituting “CSA B64.6, “Dual Check Valve (DuC) Backflow Preventers””.

178. (1) Sentence 7.6.2.10.(1) of Division B of the Regulation is amended by striking out “atmospheric vacuum breaker or pressure vacuum breaker” and substituting “atmospheric vacuum breaker, pressure vacuum breaker or spill-resistant pressure vacuum breaker”.

(2) Sentence 7.6.2.10.(4) of Division B of the Regulation is amended by striking out “A pressure vacuum breaker” at the beginning of the portion before Clause (a) and substituting “A pressure vacuum breaker or spill-resistant pressure vacuum breaker”.

179. (1) Table 7.6.4.1. of Division B of the Regulation is revoked and the following substituted:

Table 7.6.4.1.
Maximum Flow Rates for Water Supply Fittings

Forming Part of Sentence 7.6.4.1.(1)

Item	Column 1 Fitting	Column 2 Maximum Flow, L/min	Column 3 Test Pressure, kPa
1.	Lavatory Faucets in Residential Occupancy	5.7	413
2.	Lavatory Faucets in Other Occupancies	1.9	413
3.	Kitchen Faucet	8.35	413
4.	Shower Heads in Residential Occupancy	7.6	550
5.	Shower Heads in Other Occupancies	9.5	550

(2) Article 7.6.4.1. of Division B of the Regulation is amended by adding the following Sentences:

(3) Each lavatory in a washroom with fixtures for public use shall be equipped with a device capable of automatically shutting off the flow of water when the lavatory is not in use.

(4) An automatic compensating valve serving an individual shower head shall have a manufacturer’s minimum-rated water flow rate equal to or less than the shower head it serves.

(5) Where multiple shower heads installed in a public showering facility are served by one temperature control, each shower head shall be equipped with a device capable of automatically shutting off the flow of water when the shower head is not in use.

180. (1) Table 7.6.4.2.A. of Division B of the Regulation is amended by revoking the Notes to the Table and by striking out “⁽¹⁾” wherever it appears in Column 2 of the Table.

(2) Table 7.6.4.2.B. of Division B of the Regulation is amended by revoking Note 2 to the Table and by striking out “⁽²⁾” wherever it appears in Column 2 of the Table.

(3) Article 7.6.4.2. of Division B of the Regulation is amended by adding the following Sentence:

(5) Urinals shall be equipped with a device capable of preventing automatic flush cycles when not in use.

181. (1) Sentence 7.6.5.2.(2) of Division B of the Regulation is revoked and the following substituted:

(2) An individually pressure-balanced or thermostatic-mixing valve is not required for shower heads having a single tempered water supply that is controlled by an automatic compensating valve conforming to CSA B125.3, “Plumbing Fittings”.

(2) Sentence 7.6.5.2.(3) of Division B of the Regulation is amended by striking out “Sentence (1)” at the end and substituting “Sentences (1) and (4)”.

(3) Sentence 7.6.5.2.(4) of Division B of the Regulation is revoked and the following substituted:

(4) Pressure-balanced, thermostatic-mixing or combination pressure-balanced and thermostatic-mixing type valves shall be,

(a) capable of limiting thermal shock, and

(b) designed so that the outlet temperature does not exceed 49°C or equipped with high-limit stops which shall be adjusted to a maximum hot water setting of 49°C.

182. Clause 8.7.3.2.(1)(d) of Division B of the Regulation is revoked and the following substituted:

(d) centred not less than,

(i) 1 600 mm apart where used in conjunction with,

(A) a distribution pipe,

(B) a Type I leaching chamber, or

(ii) 2 400 mm apart where used in conjunction with a Type II leaching chamber, other than a Type II leaching chamber constructed in leaching bed fill,

183. Sentence 9.3.1.1.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Except as provided in Sentence (2) and Articles 9.3.1.6. and 9.3.1.7., unreinforced and nominally reinforced concrete shall be designed, mixed, placed, cured and tested in accordance with the requirements for “R” class concrete stated in Section 9 of CSA A23.1, “Concrete Materials and Methods of Concrete Construction”.

184. Sentence 9.3.1.2.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-A3001” and substituting “CSA A3001”.

185. Sentence 9.3.1.6.(2) of Division B of the Regulation is revoked and the following substituted:

(2) Site-batched concrete used for garage floors, carport floors and exterior flatwork shall have air entrainment of 5 to 8%.

186. (1) Sentence 9.3.1.7.(1) of Division B of the Regulation is amended by striking out the portion before Clause (a) and substituting the following:

(1) For pre-mixed concrete and for the site-batched concrete mixes described in Table 9.3.1.7., the maximum ratio of water to cementing materials measured by weight shall not exceed,

. . . . .

(2) Sentence 9.3.1.7.(2) of Division B of the Regulation is amended by adding “site-batched” after “unreinforced” in the portion before Clause (a).

187. Clause 9.3.3.2.(1)(b) of Division B of the Regulation is amended by striking out “Hot Dip Process” and substituting “Hot-Dip Process”.

188. (1) Clause 9.5.2.3.(1)(b) of Division B of the Regulation is amended by striking out “Clause 3.8.3.13.(2)(f)” and substituting “Clause 3.8.3.13.(2)(g)”.

(2) Clause 9.5.2.3.(1)(c) of Division B of the Regulation is amended by striking out “Clause 3.8.3.13.(4)(c)” at the end and substituting “Clause 3.8.3.13.(4)(e)”.

189. Clause 9.6.1.2.(1)(d) of Division B of the Regulation is amended by striking out “Heat-Absorbing Glass” and substituting “Heat Absorbing Glass”.

190. Article 9.6.1.3. of Division B of the Regulation is revoked and the following substituted:

9.6.1.3. Structural Sufficiency of Glass

(1) Except as provided in Sentence (2), glass shall be designed in conformance with Article 4.3.6.1.

(2) Where the building has an essentially uniform distribution of paths for air leakage, including operable openings, but no large openings that would permit wind gusts to rapidly enter the building and the building is not in an exceptionally exposed location such as a hilltop, the maximum area of individual panes of glass for windows is permitted to conform to,

(a) Tables 9.6.1.3.A. to 9.6.1.3.C., where the building has a height from grade to the uppermost roof of 12 m or less and is located in a built-up area, no less than 120 m away from the boundary between this area and open terrain, or

(b) Tables 9.6.1.3.D. to 9.6.1.3.F.

(3) The maximum area of individual panes of glass for doors shall conform to Table 9.6.1.3.G.

Table 9.6.1.3.A.
Maximum Glass Area for Areas for which the 1-in-50 Hourly Wind Pressure (HWP) is less than 0.55 kPa⁽¹⁾

Forming Part of Clause 9.6.1.3.(2)(a)

Item	Column 1 Glass Thickness, mm	Column 2 Maximum Glass Area, m², for Annealed Glass	Column 3 Maximum Glass Area, m², for Factory-Sealed Insulated Glass (IG) Units⁽²⁾	Column 4 Maximum Glass Area, m², for Heat-Strengthened or Tempered Glass	Column 5 Maximum Glass Area, m², for Wired Glass
1.	2.5	0.58	1.02	1.24	0.27
2.	3	0.96	1.71	1.93	0.45
3.	4	1.47	2.68	2.60	0.68
4.	5	2.04	3.74	3.18	0.93
5.	6	2.84	5.24	3.99	1.31
6.	8	4.74	7.93	5.55	2.15
7.	10	6.65	9.92	6.99	3.07
8.	12	9.74	13.92	9.74	5.03

Notes to Table 9.6.1.3.A.:

⁽¹⁾The maximum hourly wind pressure with one chance in fifty of being exceeded in any one year, as provided in MMAH Supplementary Standard SB-1, “Climatic and Seismic Data”.

⁽²⁾Maximum glass area values apply to IG units of two identical lites (annealed, heat-strengthened or tempered) spaced at 12.7 mm.

Table 9.6.1.3.B.
Maximum Glass Area for Areas for which the 1-in-50 Hourly Wind Pressure (HWP) is less than 0.75 kPa⁽¹⁾

Forming Part of Clause 9.6.1.3.(2)(a)

Item	Column 1 Glass Thickness, mm	Column 2 Maximum Glass Area, m², for Annealed Glass	Column 3 Maximum Glass Area, m², for Factory-Sealed Insulated Glass (IG) Units⁽²⁾	Column 4 Maximum Glass Area, m², for Heat-Strengthened Glass	Column 5 Maximum Glass Area, m², for Tempered Glass	Column 6 Maximum Glass Area, m², for Wired Glass
1.	2.5	0.42	0.72	0.88	1.18	0.20
2.	3	0.68	1.19	1.46	1.64	0.32
3.	4	1.02	1.85	2.21	2.21	0.50
4.	5	1.42	2.56	2.71	2.71	0.68
5.	6	2.04	3.64	3.39	3.39	0.94
6.	8	3.34	6.01	4.73	4.73	1.55
7.	10	4.70	8.35	5.92	5.92	2.19
8.	12	7.65	11.83	8.29	8.29	3.60

Notes to Table 9.6.1.3.B.:

⁽¹⁾The maximum hourly wind pressure with one chance in fifty of being exceeded in any one year, as provided in MMAH Supplementary Standard SB-1, “Climatic and Seismic Data”.

⁽²⁾Maximum glass area values apply to IG units of two identical lites (annealed, heat-strengthened or tempered) spaced at 12.7 mm.

Table 9.6.1.3.C.
Maximum Glass Area for Areas for which the 1-in-50 Hourly Wind Pressure (HWP) is less than 1.00 kPa⁽¹⁾

Forming Part of Clause 9.6.1.3.(2)(a)

Item	Column 1 Glass Thickness, mm	Column 2 Maximum Glass Area, m², for Annealed Glass	Column 3 Maximum Glass Area, m², for Factory-Sealed Insulated Glass (IG) Units⁽²⁾	Column 4 Maximum Glass Area, m², for Heat-Strengthened Glass	Column 5 Maximum Glass Area, m², for Tempered Glass	Column 6 Maximum Glass Area, m², for Wired Glass
1.	2.5	0.30	0.52	0.65	1.01	0.16
2.	3	0.50	0.86	1.04	1.42	0.26
3.	4	0.77	1.31	1.63	1.90	0.38
4.	5	1.05	1.86	2.26	2.33	0.52
5.	6	1.45	2.57	2.92	2.92	0.71
6.	8	2.40	4.30	4.07	4.07	1.15
7.	10	3.40	6.10	5.10	5.10	1.63
8.	12	5.62	9.89	7.14	7.14	2.69

Notes to Table 9.6.1.3.C.:

⁽¹⁾The maximum hourly wind pressure with one chance in fifty of being exceeded in any one year, as provided in MMAH Supplementary Standard SB-1, “Climatic and Seismic Data”.

⁽²⁾Maximum glass area values apply to IG units of two identical lites (annealed, heat-strengthened or tempered) spaced at 12.7 mm.

Table 9.6.1.3.D.
Maximum Glass Area for Areas for which the 1-in-50 Hourly Wind Pressure (HWP) is less than 0.55 kPa – Open Terrain⁽¹⁾

Forming Part of Clause 9.6.1.3.(2)(b)

Item	Column 1 Glass Thickness, mm	Column 2 Maximum Glass Area, m², for Annealed Glass	Column 3 Maximum Glass Area, m², for Factory-Sealed Insulated Glass (IG) Units⁽²⁾	Column 4 Maximum Glass Area, m², for Heat-Strengthened Glass	Column 5 Maximum Glass Area, m², for Tempered Glass	Column 6 Maximum Glass Area, m², for Wired Glass
1.	2.5	0.46	0.80	0.98	1.25	0.22
2.	3	0.75	1.34	1.74	1.74	0.36
3.	4	1.16	2.11	2.33	2.33	0.55
4.	5	1.60	2.93	2.86	2.86	0.76
5.	6	2.25	4.10	3.59	3.59	1.05
6.	8	3.76	6.90	5.00	5.00	1.75
7.	10	5.32	9.66	6.26	6.26	2.47
8.	12	8.70	12.53	8.78	8.78	4.09

Notes to Table 9.6.1.3.D.:

⁽¹⁾The maximum hourly wind pressure with one chance in fifty of being exceeded in any one year, as provided in MMAH Supplementary Standard SB-1, “Climatic and Seismic Data”.

⁽²⁾Maximum glass area values apply to IG units of two identical lites (annealed, heat-strengthened or tempered) spaced at 12.7 mm.

Table 9.6.1.3.E.
Maximum Glass Area for Areas for which the 1-in-50 Hourly Wind Pressure (HWP) is less than 0.75 kPa – Open Terrain⁽¹⁾

Forming Part of Clause 9.6.1.3.(2)(b)

Item	Column 1 Glass Thickness, mm	Column 2 Maximum Glass Area, m², for Annealed Glass	Column 3 Maximum Glass Area, m², for Factory-Sealed Insulated Glass (IG) Units⁽²⁾	Column 4 Maximum Glass Area, m², for Heat-Strengthened Glass	Column 5 Maximum Glass Area, m², for Tempered Glass	Column 6 Maximum Glass Area, m², for Wired Glass
1.	2.5	0.33	0.57	0.70	1.06	0.16
2.	3	0.54	0.94	1.15	1.48	0.26
3.	4	0.83	1.47	1.79	1.99	0.40
4.	5	1.14	2.04	2.44	2.44	0.55
5.	6	1.61	2.85	3.06	3.06	0.76
6.	8	2.67	4.75	4.36	4.36	1.24
7.	10	3.75	6.72	5.34	5.34	1.77
8.	12	6.14	10.97	7.47	7.47	2.93

Notes to Table 9.6.1.3.E.:

⁽¹⁾The maximum hourly wind pressure with one chance in fifty of being exceeded in any one year, as provided in MMAH Supplementary Standard SB-1, “Climatic and Seismic Data”.

⁽²⁾Maximum glass area values apply to IG units of two identical lites (annealed, heat-strengthened or tempered) spaced at 12.7 mm.

Table 9.6.1.3.F.
Maximum Glass Area for Areas for which the 1-in-50 Hourly Wind Pressure (HWP) is less than 1.00 kPa – Open Terrain⁽¹⁾

Forming Part of Clause 9.6.1.3.(2)(b)

Item	Column 1 Glass Thickness, mm	Column 2 Maximum Glass Area, m², for Annealed Glass	Column 3 Maximum Glass Area, m², for Factory-Sealed Insulated Glass (IG) Units⁽²⁾	Column 4 Maximum Glass Area, m², for Heat-Strengthened Glass	Column 5 Maximum Glass Area, m², for Tempered Glass	Column 6 Maximum Glass Area, m², for Wired Glass
1.	2.5	0.25	0.42	0.51	0.92	0.12
2.	3	0.40	0.68	0.84	1.28	0.20
3.	4	0.62	1.04	1.30	1.72	0.30
4.	5	0.84	1.46	1.79	2.10	0.41
5.	6	1.17	2.05	2.52	2.63	0.57
6.	8	1.94	3.41	3.69	3.69	0.94
7.	10	2.75	4.87	4.60	4.60	1.31
8.	12	4.50	7.92	6.44	6.44	2.18

Notes to Table 9.6.1.3.F.:

⁽¹⁾The maximum hourly wind pressure with one chance in fifty of being exceeded in any one year, as provided in MMAH Supplementary Standard SB-1, “Climatic and Seismic Data”.

⁽²⁾Maximum glass area values apply to IG units of two identical lites (annealed, heat-strengthened or tempered) spaced at 12.7 mm.

Table 9.6.1.3.G.
Maximum Glass Area for Doors

Forming Part of Sentence 9.6.1.3.(3)

Item	Column 1 Glass Thickness, mm	Column 2 Maximum Glass Area, m², for Annealed Glass	Column 3 Maximum Glass Area, m², for Annealed, Multiple-Glazed, Factory-Sealed Units	Column 4 Maximum Glass Area, m², for Laminated Glass	Column 5 Maximum Glass Area, m², for Wired Glass	Column 6 Maximum Glass Area, m², for Heat-Strengthened Glass	Column 7 Maximum Glass Area, m², for Fully Tempered Glass	Column 8 Maximum Glass Area, m², for Fully Tempered, Multiple-Glazed, Factory-Sealed Units
1.	3	0.50	0.70	⁽¹⁾	⁽¹⁾	1.00	1.00	2.00
2.	4	1.00	1.50	⁽¹⁾	⁽¹⁾	1.50	4.00	4.00
3.	5	1.50	1.50	⁽¹⁾	⁽¹⁾	1.50	No limit	No limit
4.	6	1.50	1.50	1.20	1.00	1.50	No limit	No limit

Notes to Table 9.6.1.3.G.:

⁽¹⁾ Not generally available.

191. Note (1) to Table 9.7.3.3. of Division B of the Regulation is amended by striking out “CSA A440.2/A440.3, “Fenestration Energy Performance/User Guide to CSA A440.2-09”” and substituting “CSA A440.2 / A440.3, “Fenestration Energy Performance / User Guide to CSA A440.2-14””.

192. Clause 9.7.4.2.(1)(b) of Division B of the Regulation is amended by striking out “101/I.S.2/A440” and substituting “101/I.S.2/A440-11”.

193. Sentence 9.7.4.3.(1) of Division B of the Regulation is amended by striking out “101/I.S.2/A440” and substituting “101/I.S.2/A440-11”.

194. Sentence 9.7.6.1.(1) of Division B of the Regulation is amended by striking out “Window, Door and Skylight Installation” in the portion before Clause (a) and substituting “Window, Door, and Skylight Installation”.

195. Sentence 9.8.1.1.(1) of Division B of the Regulation is amended by adding “landings” after “ramps”.

196. Subsection 9.8.2. of Division B of the Regulation is revoked and the following substituted:

9.8.2. Stair Dimensions

9.8.2.1. Stair Width

(1) Except as provided in Sentence (2) and Article 9.8.4.5A., required exit stairs and public stairs serving buildings of residential occupancy shall have a width, measured between wall faces or guards, of not less than 900 mm.

(2) Required exit stairs serving a house or an individual dwelling unit shall have a width of not less than 860 mm.

(3) Except as provided in Article 9.8.4.5A., required exit stairs and public stairs serving buildings of other than residential occupancy shall have a width of not less than the greater of,

(a) 900 mm, or

(b) 8 mm per person based on the occupant load limits specified in Table 3.1.17.1.

(4) Except as provided in Article 9.8.4.5A., at least one stair between each floor level within a dwelling unit and exterior stairs serving a house or an individual dwelling unit shall have a width of not less than 860 mm.

9.8.2.2. Height over Stairs

(1) The clear height over stairs shall be measured vertically, over the clear width of the stair, from a straight line tangent to the tread and landing nosings to the lowest point above.

(2) Except as provided in Sentence (3) and Article 9.8.4.5A., the clear height over stairs shall not be less than 2 050 mm.

(3) Except as provided in Article 9.8.4.5A., the clear height over stairs serving a house or an individual dwelling unit shall not be less than 1 950 mm.

197. Article 9.8.3.1. of Division B of the Regulation is revoked and the following substituted:

9.8.3.1. Straight and Curved Runs in Stairs

(1) Except as permitted in Sentence (2), stairs shall consist of,

(a) straight flights,

(b) curved flights, or

(2) Stairs within houses and individual dwelling units may consist of,

(a) flights with rectangular treads and winders provided winders as described in Article 9.8.4.5. are installed between floor levels, or

(b) flights with a mix of rectangular and tapered treads provided all tapered treads within a flight turn in the same direction.

(3) Curved flights in exits shall comply with Sentence 3.4.6.9.(2).

(4) Spiral stairs shall comply with Article 9.8.4.5A.

198. Sentence 9.8.3.2.(1) of Division B of the Regulation is amended by striking out “interior flights” at the end and substituting “interior flights”.

199. Article 9.8.3.3. of Division B of the Regulation is revoked and the following substituted:

9.8.3.3. Maximum Height of Flights

(1) The vertical height of a flight shall not exceed 3.7 m.

200. (1) Sentence 9.8.4.1.(1) of Division B of the Regulation is amended by adding “Except as provided in Article 9.8.4.5A.” at the beginning.

(2) Table 9.8.4.1. of Division B of the Regulation is revoked and the following substituted:

Table 9.8.4.1.
Rise for Rectangular Treads, Tapered Treads and Winders and Run for Rectangular Treads

Forming Part of Sentences 9.8.4.1.(1) and 9.8.4.2.(1)

Item	Column 1 Stair Type	Column 2 Max. Rise, mm, for All Steps	Column 3 Min. Rise, mm, for All Steps	Column 4 Max. Run, mm, for Rectangular Treads	Column 5 Min. Run, mm, for Rectangular Treads
1.	Private stairs⁽¹⁾	200	125	355	255
2.	Public stairs⁽²⁾	180	125	no limit	280
3.	Service stairs⁽³⁾	no limit	125	355	no limit
4.	Stairs to unoccupied attic space⁽⁴⁾	no limit	125	355	no limit
5.	Stairs to crawl spaces	no limit	125	355	no limit
6.	Stairs that serve mezzanines not exceeding 20 m² within live/work units	no limit	125	355	no limit

Notes to Table 9.8.4.1.:

⁽¹⁾ Private stairs are:

(a) interior stairs within a house or an individual dwelling unit,

(b) exterior stairs serving a house or an individual dwelling unit, and

⁽²⁾ Public stairs are all stairs not described as service stairs or private stairs.

⁽³⁾ Service stairs are stairs that serve areas used only as service rooms or service spaces.

⁽⁴⁾ Stairs to unoccupied attic space are stairs that serve attics containing no storage or living space.

201. Articles 9.8.4.2. and 9.8.4.3. of Division B of the Regulation are revoked and the following substituted:

9.8.4.2. Dimensions for Runs and Rectangular Treads

(1) The run for rectangular treads shall conform to Table 9.8.4.1.

(2) The depth of a rectangular tread shall be not less than its run and not more than its run plus 25 mm.

9.8.4.3. Dimensions for Tapered Treads

(1) Except as provided in Sentence (2) and Articles 9.8.4.5. and 9.8.4.5A., tapered treads shall have a run that,

(a) is not less than 150 mm at the narrow end of the tread, and

(b) complies with the dimensions for rectangular treads specified in Table 9.8.4.1. when measured at a point 300 mm from the centre line of the inside handrail.

(2) Tapered treads in required exit stairs shall conform to the requirements in Article 3.4.6.9.

(3) The depth of a tapered tread shall be not less than its run at any point and not more than its run at any point plus 25 mm.

202. (1) Sentence 9.8.4.4.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Except as provided in Sentence (2), risers shall be of uniform height in any one flight with a maximum tolerance of,

(a) 5 mm between adjacent treads or landings, and

(b) 10 mm between the tallest and shortest risers in a flight.

(2) Sentences 9.8.4.4.(3) and (4) of Division B of the Regulation are revoked and the following substituted:

(3) Rectangular treads shall have uniform run with a maximum tolerance of,

(a) 5 mm between adjacent treads, and

(b) 10 mm between the deepest and shallowest treads in a flight.

(4) Tapered treads in a flight shall have a uniform run in accordance with the tolerances described in Sentence (3) when measured at a point 300 mm from the centre line of the inside handrail.

203. Subsection 9.8.4. of Division B of the Regulation is amended by adding the following Articles:

9.8.4.4A. Uniformity of Runs in Flights with Mixed Treads within a House or Dwelling Unit

(1) Except as provided in Sentence (2) and Article 9.8.4.5., where a flight within a house or individual dwelling unit consists of both tapered treads and rectangular treads, all the treads shall have a uniform run when measured at a point 300 mm from the centre line of the inside handrail.

(2) Where tapered treads are located at the bottom of a mixed-tread flight described in Sentence (1), the run of the tapered treads when measured at a point 300 mm from the centre line of the inside handrail is permitted to exceed the run of the rectangular treads.

. . . . .

9.8.4.5A. Spiral Stairs

(1) Spiral stairs shall have,

(a) handrails on both sides, the outer handrail being not less than 1 070 mm high,

(b) a clear width not less than 660 mm between handrails,

(d) treads that,

(i) are a minimum of 190 mm deep at a point 300 mm from the centre line of the inside handrail,

(ii) have a consistent angle and uniform dimension, and

(iii) turn in the same direction, and

(e) a clear height not less than 1 980 mm.

(2) Spiral stairs conforming to Sentence (1) are permitted to be used as the only means of egress where they serve not more than 3 persons.

(3) Except as permitted by Sentence (2), spiral stairs shall not serve as an exit.

204. Article 9.8.5.2. of Division B of the Regulation is revoked and the following substituted:

9.8.5.2. Ramp Width

(1) Except as provided in Sentence (2), ramps shall not be less than 1 100 mm wide.

(2) Ramps serving a house or an individual dwelling unit shall not be less than 860 mm wide.

205. Clause 9.8.5.4.(1)(c) of Division B of the Regulation is amended by striking out “mercantile or”.

206. Clause 9.8.6.2.(1)(a) of Division B of the Regulation is amended by striking out “flight” and substituting “flight”.

207. Article 9.8.6.3. of Division B of the Regulation is revoked and the following substituted:

9.8.6.3. Dimensions of Landings

(1) Except as provided in Sentences (2) to (7), landings shall be,

(a) at least as wide as the width of the stair or ramp in which they occur, and

(b) at least as long as the width of the stair or ramp in which they occur.

(2) Where the landing in a stair or ramp does not turn or turns less than 90^o, the length of the landing shall not be less than the lesser of,

(a) the required width of the stair or ramp, or

(b) 1 100 mm.

(3) The length of a landing described in Sentence (2) shall be measured perpendicular to the nosings of adjacent treads or to the end of the ramp, at a distance equal to half the length required by Sentence (2) from the narrow edge of the landing.

(4) Where flights or ramps of different widths adjoin a single landing, the minimum width of the landing shall be,

(a) not less than the greater required stair or ramp width, where one or more of the stair or ramp widths do not exceed their respective required widths, or

(b) not less than the lesser actual stair or ramp width, where all of the widths of the stairs or ramps exceed their respective required widths.

(5) Where a door swings toward a stair, the full arc of the swing shall be over the landing.

(6) The slope of landings shall not exceed 1 in 50.

(7) Where a doorway or stair opens onto the side of a ramp, the landing shall extend for a distance of not less than 300 mm on either side of the doorway or stair, except on a side abutting an end wall.

208. (1) Sentence 9.8.7.1.(1) of Division B of the Regulation is amended by striking out “(2) to (4)” and substituting “(2) to (5)”.

(2) Article 9.8.7.1. of Division B of the Regulation is amended by adding the following Sentence:

(5) Except for stairs with winders, where a flight of stairs within a house or an individual dwelling unit consists of tapered treads, or a mix of tapered treads and rectangular treads, one handrail shall be installed along the narrow end of the treads.

209. Sentence 9.8.7.2.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Except for stairs or ramps serving a house or an individual dwelling unit, at least one required handrail shall be continuous throughout the length of the stair or ramp, including at the landings, except where interrupted by doorways.

210. Sentence 9.8.7.3.(2) of Division B of the Regulation is amended by striking out “each stair or ramp” at the end and substituting “each flight or ramp”.

211. Sentences 9.8.7.4.(2) to (4) of Division B of the Regulation are revoked and the following substituted:

(2) Except as provided in Sentence (3), Clause 3.8.3.4.(1)(e) and Sentence 9.8.4.5A.(1), handrails shall be 865 mm to 1 070 mm high.

(3) Handrails installed in addition to required handrails need not comply with Sentence (2).

212. Article 9.8.7.5. of Division B of the Regulation is revoked and the following substituted:

9.8.7.5. Ergonomic Design

(1) The clearance between a handrail and any surface behind it shall be not less than,

(a) 60 mm, if the surface behind the handrail is rough or abrasive, or

(b) 50 mm, in all other cases.

(2) All handrails shall be constructed so as to be continually graspable along their entire length with no obstruction on or above them to break a handhold.

213. Article 9.8.7.7. of Division B of the Regulation is revoked and the following substituted:

9.8.7.7. Design and Attachment of Handrails

(1) Handrails and their supports shall be designed and constructed to withstand the following loads, which need not be considered to act simultaneously:

(a) a concentrated load of not less than 0.9 kN applied at any point and in any direction for all handrails, and

(b) for handrails other than those serving a house or an individual dwelling unit, a uniform load of not less than 0.7 kN/m.

(2) Where exterior or interior handrails serving a house or an individual dwelling unit are attached to wood studs or blocking, the attachment shall be deemed to comply with Sentence (1), where,

(a) the attachment points are spaced not more than 1.2 m apart measured on the horizontal plane,

(b) the first attachment point at either end is located not more than 300 mm from the end of the handrail, and

(c) the fasteners consist of no fewer than two No. 8 wood screws at each point, penetrating not less than 32 mm into solid wood.

214. (1) Sentence 9.8.8.1.(1) of Division B of the Regulation is amended by striking out “Except as provided in Sentences (2) and (3), every surface to which access is provided for other than maintenance purposes, including but not limited to flights of steps and ramps” in the portion before Clause (a) and substituting “Except as provided in Sentence (2), every surface to which access is provided, including but not limited to flights, ramps”.

(2) Sentence 9.8.8.1.(3) of Division B of the Regulation is revoked and the following substituted:

(3) Reserved

215. (1) Sentence 9.8.8.2.(1) of Division B of the Regulation is amended by striking out “Sentence (5)” and substituting “Sentences (2), (4) and (5)”.

(2) Table 9.8.8.2. of Division B of the Regulation is revoked and the following substituted:

Table 9.8.8.2.
Specified Loads for Guards

Forming Part of Sentence 9.8.8.2.(1)

Item	Column 1 Location of Guard	Column 2 Minimum Specified Loads Horizontal Load Applied Inward or Outward at any Point at the Minimum Required Height of the Guard	Column 3 Minimum Specified Loads Horizontal Load Applied Outward on Elements Within the Guard, Including Solid Panels and Pickets	Column 4 Minimum Specified Loads Evenly Distributed Vertical Load Applied at the Top of the Guard
1.	Guards within dwelling units and exterior guards serving not more than 2 dwelling units	0.5 kN/m or concentrated load of 1.0 kN applied at any point⁽¹⁾	0.5 kN applied over a maximum width of 300 mm and a height of 300 mm⁽²⁾	1.5 kN/m
2.	Guards serving access ways to equipment platforms and similar areas where the gathering of many people is improbable	Concentrated load of 1.0 kN applied at any point	Concentrated load of 0.5 kN applied over any area of 100 mm by 100 mm located at any point on the element or elements so as to produce the most critical effect	1.5 kN/m
3.	All other guards	0.75 kN/m or concentrated load of 1.0 kN applied at any point⁽¹⁾	Concentrated load of 0.5 kN applied over any area of 100 mm by 100 mm located at any point on the element or elements so as to produce the most critical effect	1.5 kN/m

Notes to Table 9.8.8.2.:

⁽¹⁾ The load that creates the most critical condition shall apply.

⁽²⁾ See Sentence (2).

(3) Sentence 9.8.8.2.(2) of Division B of the Regulation is revoked and the following substituted:

(2) For guards within dwelling units and in exterior guards serving not more than 2 dwelling units, where the width and spacing of pickets are such that three pickets can be engaged by a load imposed over a 300 mm width, the load shall be imposed so as to engage three pickets.

216. (1) Sentence 9.8.8.3.(1) of Division B of the Regulation is amended by striking out “Sentences (2) to (6)” and substituting “Sentences (2), (3), (4) and (6)”.

(2) Sentence 9.8.8.3.(2) of Division B of the Regulation is revoked and the following substituted:

(2) All guards within dwelling units, other than guards serving spiral stairs, shall be not less than 900 mm high.

(3) Sentence 9.8.8.3.(4) of Division B of the Regulation is amended by striking out “Guards for flights of steps” at the beginning and substituting “Guards for flights”.

(4) Sentence 9.8.8.3.(5) of Division B of the Regulation is revoked and the following substituted:

(5) Reserved

(5) Sentence 9.8.8.3.(7) of Division B of the Regulation is revoked and the following substituted:

(7) The height of guards for flights shall be measured vertically from the top of the guard to a straight line tangent to tread nosings served by the guard.

217. (1) Clause 9.8.8.4.(1)(a) of Division B of the Regulation is amended by striking out “150 mm” and substituting “140 mm”.

(2) Sentence 9.8.8.4.(2) of Division B of the Regulation is revoked and the following substituted:

(2) Vehicle guardrails shall be designed and constructed to withstand the loading values specified in Sentence 4.1.5.15.(1).

218. Article 9.8.8.5. of Division B of the Regulation is revoked and the following substituted:

9.8.8.5. Openings in Guards

(1) Except as permitted in Sentences (2) and (3), openings through guards shall be of a size that prevents the passage of a spherical object having a diameter of 100 mm.

(2) Except where they serve storage garages, guards in industrial occupancies are permitted to consist of,

(a) a top railing, and

(b) one or more horizontal intermediate rails spaced such that the size of the openings through the guard prevents the passage of a spherical object having a diameter of 535 mm.

(3) Openings through any guard that is not required by Article 9.8.8.1. and that serves an occupancy other than industrial occupancy, shall be of a size that,

(a) prevents the passage of a spherical object having a diameter of 100 mm, or

(b) permits the passage of a spherical object having a diameter of 200 mm.

219. Clause 9.9.6.7.(1)(b) of Division B of the Regulation is amended by striking out “in the case of exit doors” at the beginning.

220. Article 9.9.11.2. of Division B of the Regulation is amended by adding the following Sentence:

(2) Where an exit door leading directly to the outside is subject to being obstructed by a parked vehicle or storage because of its location, a visible sign prohibiting such obstructions shall be permanently mounted on the exterior side of the door.

221. (1) Clause 9.9.11.3.(2)(b) of Division B of the Regulation is amended by striking out “except as provided in Sentence (3)” at the beginning.

(2) Clause 9.9.11.3.(2)(c) of Division B of the Regulation is amended by striking out the portion before Subclause (i) and substituting the following:

(c) conform to ISO 7010, “Graphical Symbols – Safety Colours and Safety Signs – Registered Safety Signs”, for the following symbols:

. . . . .

(3) Clause 9.9.11.3.(3)(a) of Division B of the Regulation is amended by striking out “CSA 22.2” and substituting “CSA C22.2”.

(4) Subclause 9.9.11.3.(3)(b)(i) of Division B of the Regulation is amended by striking out “Self-Luminous Signs” and substituting “Self-Luminous Exit Signs”.

222. Sentence 9.10.4.4.(1) of Division B of the Regulation is amended by striking out “stairways and service rooms” and substituting “stairways or service rooms”.

223. Sentence 9.10.5.1.(4) of Division B of the Regulation is amended by adding “Sentence 9.10.13.14.(1) and” after “conform to”.

224. Sentence 9.10.9.6.(11) of Division B of the Regulation is amended by striking out “Installation of Sprinklers” and substituting “Installation of Sprinkler Systems”.

225. Sentence 9.10.10.5.(2) of Division B of the Regulation is amended by striking out “Incinerators, Waste and Linen Handling Systems and Equipment” and substituting “Incinerators and Waste and Linen Handling Systems and Equipment”.

226. Sentence 9.10.13.14.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Fire stop flaps in ceiling membranes referred to in Sentence 9.10.5.1.(4) shall,

(a) conform to CAN/ULC-S112.2, “Fire Test of Ceiling Firestop Flap Assemblies”, and

(b) activate at a temperature approximately 30°C above the normal maximum temperature that occurs in the ducts, whether the air duct system is operating or shut down.

227. Sentences 9.10.16.1.(3), (4) and (5) of Division B of the Regulation are revoked and the following substituted:

(3) Fire blocks shall be provided at the top and bottom of each stair where the stair passes through a floor containing concealed space in which the exposed construction materials within the space have a surface flame-spread rating greater than 25.

(4) Unsprinklered concealed spaces of combustible construction created by a ceiling, roof space or unoccupied attic space shall be separated by fire blocks into,

(a) compartments having no dimension greater than 60 m, if such space contains exposed construction materials having a surface flame-spread rating of 25 or less, and

(b) compartments of not more than 300 m² in area, if such space contains exposed construction materials having a surface flame-spread rating greater than 25.

(5) No dimension of the compartment described in Clause (4)(b) shall exceed 20 m.

228. Article 9.10.17.10. of Division B of the Regulation is revoked and the following substituted:

9.10.17.10. Protection of Foamed Plastics

(1) Except as provided in Sentences (2) and (4), foamed plastics that form part of a wall or ceiling assembly shall be protected from adjacent space in the building, other than adjacent concealed spaces within attic or roof spaces, crawl spaces, wall assemblies and ceiling assemblies, by any of the following:

(a) one of the finishes described in Subsections 9.29.4. to 9.29.9.,

(b) provided the building does not contain a Group C major occupancy, sheet metal that,

(i) is mechanically fastened to the supporting assembly independent of the insulation,

(ii) is not less than 0.38 mm thick, and

(iii) has a melting point not less than 650°C, or

(2) A walk-in cooler or freezer consisting of factory-assembled wall, floor or ceiling panels containing foamed plastics is permitted to be used, provided the panels,

(a) are protected on both sides by sheet metal not less than 0.38 mm thick having a melting point not less than 650°C,

(b) do not contain an air space, and

(c) have a flame-spread rating that is not more than that permitted for the room or space in which they are located or that they bound.

(3) The flame-spread rating of panels required in Clause (2)(c) shall be determined by subjecting a sample panel with an assembled joint typical of field installation to the applicable test described in Subsection 3.1.12.

(4) Thermosetting foamed plastic insulation having a flame-spread rating of not more than 200 is permitted to be used in factory-assembled doors in storage garages serving buildings of residential occupancy provided that,

(a) the insulation is covered on the interior with a metallic foil,

(b) the assembly has a surface flame-spread rating of not more than 200, and

229. Sentence 9.10.18.10.(1) of Division B of the Regulation is revoked and the following substituted:

230. (1) Sentence 9.10.19.1.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Except as permitted in Article 9.10.19.8., smoke alarms conforming to CAN/ULC-S531, “Smoke Alarms”, shall be installed in,

(a) each dwelling unit,

(b) each sleeping room not within a dwelling unit, and

(2) Clause 9.10.19.1.(3)(c) of Division B of the Regulation is amended by striking out “a dwelling unit” at the end and substituting “a house or an individual dwelling unit”.

231. (1) Sentence 9.10.19.3.(1) of Division B of the Regulation is amended by striking out “Within” at the beginning of the portion before Clause (a) and substituting “Except as permitted in Article 9.10.19.8., within”.

(2) Sentence 9.10.19.3.(2) of Division B of the Regulation is amended by striking out “Within” at the beginning and substituting “Except as permitted in Article 9.10.19.8., within”.

232. Subsection 9.10.19. of Division B of the Regulation is amended by adding the following Article:

9.10.19.8. Residential Fire Warning Systems

(1) Except where a fire alarm system is installed or required in a building, smoke detectors forming part of a residential fire warning system installed in conformance with CAN/ULC-S540 “Residential Fire and Life Safety Warning Systems: Installation, Inspection, Testing and Maintenance”, are permitted to be installed in lieu of all smoke alarms required by Articles 9.10.19.1. and 9.10.19.3., provided that the fire warning system,

(a) is capable of sounding audible signals in accordance with Articles 9.10.19.2. and 9.10.19.5.,

(b) is powered in accordance with Article 9.10.19.4., and

233. Clause 9.10.22.2.(2)(b) of Division B of the Regulation is revoked and the following substituted:

(b) are protected by a metal hood with a 125 mm projection beyond the framing, finishes and cabinets.

234. Section 9.11. of Division B of the Regulation is revoked and the following substituted:

Section 9.11. Sound Transmission

9.11.1. Protection from Airborne Noise

9.11.1.1. Required Protection

(1) Except as provided in Sentence (2), a dwelling unit and a suite in hotels shall be separated from every other space in a building in which noise may be generated by,

(a) a separating assembly and adjoining construction, which, together, provide an apparent sound transmission class rating of not less than 47, or

(b) a separating assembly that provides a sound transmission class rating of at least 50 and adjoining construction that conforms to Article 9.11.1.4.

(2) Construction separating a dwelling unit or suite in a hotel from an elevator shaft or refuse chute shall have an STC rating of at least 55.

9.11.1.2. Determination of Sound Transmission Ratings

(1) The STC ratings shall be determined in accordance with ASTM E413, “Classification for Rating Sound Insulation”, using the results from measurements carried out in accordance with ASTM E90, “Laboratory Measurement of Airborne Sound Transmission Loss of Building Partitions and Elements”.

(2) The ASTC ratings shall be,

(a) determined in accordance with ASTM E413, “Classification for Rating Sound Insulation”, using the results from measurements carried out in accordance with ASTM E336, “Measurement of Airborne Sound Attenuation between Rooms in Buildings”, or

(b) calculated in accordance with Article 5.8.1.4. or Article 5.8.1.5.

9.11.1.3. Compliance with Required Ratings

(1) Compliance with the required STC ratings shall be demonstrated through,

(a) measurements carried out in accordance with Sentence 9.11.1.2.(1), or

(b) the construction of separating assemblies conforming to Table 1 or 2 of MMAH Supplementary Standard SB-3, “Fire and Sound Resistance of Building Assemblies”, as applicable.

(2) Compliance with the required ASTC ratings shall be demonstrated through,

(a) measurements or calculations carried out in accordance with Sentence 9.11.1.2.(2), or

(b) the construction of separating assemblies conforming to Table 1 or 2 of MMAH Supplementary Standard SB-3, “Fire and Sound Resistance of Building Assemblies”, as applicable, that have an STC rating of not less than 50 in conjunction with flanking assemblies constructed in accordance with Article 9.11.1.4.

9.11.1.4. Adjoining Construction

(1) This Article applies where the required protection is provided in accordance with Clause 9.11.1.1.(1)(b) and compliance is demonstrated in accordance with Clause 9.11.1.3.(2)(b).

(2) Flanking wall assemblies connected to a separating floor or ceiling assembly shall be constructed with,

(a) concrete or concrete block having a mass per area greater than 200 kg/m² , or

(b) gypsum board finish that,

(i) is supported on wood or steel framing, and

(ii) ends or is interrupted where it meets the structure of the separating floor or ceiling assembly.

(3) Flanking wall and ceiling assemblies connected to a separating wall assembly shall be constructed with,

(a) concrete or concrete block having a mass per area greater than 300 kg/m², or

(b) gypsum board finish that,

(i) is supported on wood or steel framing, and

(ii) ends or is interrupted where it meets the structure of the separating wall assembly or, for double-stud walls, where it meets the space between the two lines of studs.

(4) Flanking floor assemblies connected to a separating wall assembly shall be,

(a) constructed,

(i) with concrete having a mass per area greater than 300 kg/m² , or

(ii) in accordance with Section 9.16., or

(b) supported on joists or trusses that are not continuous across the junction and are covered with floor treatments in accordance with Table 9.11.1.4. for the applicable wall construction.

Table 9.11.1.4.
Floor Treatments for Flanking Wood-Framed Floor Assemblies in Horizontally Adjoining Spaces

Forming Part of Sentence 9.11.1.4.(4)

Item	Column 1 Type of Separating Wall Assembly with STC ≥ 50 from MMAH Supplementary Standard SB-3, “Fire and Sound Resistance of Building Assemblies”	Column 2 Minimum Requirements for Floor Treatments Applied over Subfloor of Wood-Framed Flanking Floor Assemblies on Both Sides of Floor/Wall Junction
1.	W5, W6, W10, W12 (staggered studs)	(a) Wood strip flooring not less than 16 mm thick aligned parallel to separating wall, (b) one layer OSB or plywood not less than 15.5 mm thick plus finished flooring, or (c) one additional material layer plus finished flooring having a combined mass per area not less than 8 kg/m²
2.	W4, W11 (staggered studs)	(a) One layer of OSB or plywood not less than 12.5 mm thick plus hardwood strip flooring not less than 19 mm thick aligned parallel to separating wall, or (b) one additional material layer plus finished flooring having a combined mass per area 16 kg/m²
3.	W8, W9 (staggered studs)	(a) Concrete or gypsum concrete topping not less than 19 mm thick bonded to the subfloor plus finished flooring, or (b) one additional material layer plus finished flooring having a combined mass per area not less than 32 kg/m²
4.	W13, W14, W15 (double stud walls)	Where a continuous subfloor or other rigid materials at the floor/wall junction provide structural connection between the two rows of studs in the separating wall: (a) hardwood strip flooring not less than 16 mm thick aligned parallel to separating wall, (b) one layer OSB or plywood not less than 15.5 mm thick plus finished flooring, or (c) one additional material layer plus finished flooring having a combined mass per area not less than 8 kg/m² Any finished flooring where the subfloor and other rigid materials are not connected at the floor/wall junction and where there are no structural connections between the two rows of studs in the separating wall
5.	B1 to B10	Any finished flooring

235. Subsections 9.13.1., 9.13.2. and 9.13.3. of Division B of the Regulation are revoked and the following substituted:

9.13.1. General

9.13.1.1. Scope and Application

(1) This Section prescribes measures to control the ingress of water, moisture and soil gas.

(2) Subsection 9.13.2. applies to below-ground walls and floors-on-ground where drainage is provided in accordance with Section 9.14. over and along the entire below-ground portion of the foundation wall.

(3) Subsection 9.13.3. applies to below-ground walls, floors-on-ground and roofs of underground structures that are subject to hydrostatic pressure.

(4) Subsection 9.13.4. applies to walls, roofs and floors that are in contact with the ground.

9.13.2. Dampproofing

9.13.2.1. Dampproofing

(1) Except as provided in Sentence (4) and Article 9.13.3.1., where the exterior finished ground level is at a higher elevation than the ground level inside the foundation walls, exterior surfaces of foundation walls below ground level shall be dampproofed.

(2) Except as provided in Sentence (3) and Article 9.13.3.1., floors-on-ground shall be dampproofed.

(3) Floors in garages, floors in unenclosed portions of buildings and floors installed over granular fill in conformance with Article 9.16.2.1. need not be dampproofed.

(4) Dampproofing in Sentence (1) is not required where the exterior surfaces of foundation walls below ground level are waterproofed.

9.13.2.2. Dampproofing Materials

(1) Materials installed to provide required dampproofing shall be,

(a) capable of protecting assemblies against moisture transfer from the ground,

(b) compatible with adjoining materials, and

(c) resistant to mechanisms of deterioration that may reasonably be expected, given the nature, function and exposure of the materials.

(2) Except as otherwise specified in this Section, materials used for exterior dampproofing shall,

(a) conform to one of the following standards:

(i) ASTM D1227 “Emulsified Asphalt Used as a Protective Coating for Roofing”, Type III, Class I,

(ii) ASTM D4479 / D4479M, “Asphalt Roof Coatings - Asbestos-Free”, Type III,

(iii) CAN/CGSB-51.34-M, "Vapour Barrier, Polyethylene Sheet for Use in Building Construction", or

(iv) CAN/CSA-A123.4, "Asphalt for Constructing Built-Up Roof Coverings and Waterproofing Systems", or

(b) have a water vapour permeance of not more than 43 ng/Pa•s•m² when tested in accordance with Procedure A (wet cup) of ASTM E96 / E96M, “Water Vapor Transmission of Materials”, and consist of one of the following material types:

(i) a vapour-resistant coating,

(ii) a cold-fluid-applied or hot-rubberized bituminous dampproofing membrane,

(iii) a liquid-applied or spray-applied asphalt-based emulsion dampproofing, or

(iv) a Type III hot-applied asphalt.

9.13.2.3. Preparation of Surface

(1) The area in which dampproofing is to be carried out shall be kept free of water during the application and curing of the dampproofing system.

(2) The surface to be dampproofed shall be prepared in accordance with the instructions of the dampproofing material manufacturer.

(3) Where the dampproofing material is to be applied on insulating concrete form (ICF) walls, the instructions of the ICF wall manufacturer shall be followed.

(4) Unit masonry walls to be dampproofed shall be parged on the exterior face below ground level with not less than 6 mm of mortar conforming to Section 9.20. coved over the footing.

(5) Concrete walls to be dampproofed shall have holes and recesses sealed with cement mortar or a mastic or sealant that is suitable for vertical applications and compatible with the dampproofing material.

(6) The surface required to be dampproofed shall be clean and dry and free of ice, snow, frost, dust, dirt, oil, grease, cracks, projections, depressions, loose particles and debris that could be detrimental to the performance of the membrane to be applied.

9.13.2.4. Application of Dampproofing Material

(1) Exterior dampproofing shall be applied from finished ground level to the top of the exterior of the footing.

(2) Unless otherwise stated in this Subsection, dampproofing shall be installed in accordance with the manufacturer’s instructions with regard to,

(a) surface priming,

(b) conditions during application,

(d) curing times.

(3) Joints, cracks and penetrations shall be sealed to maintain the continuity of the dampproofing, where the dampproofing material is not capable of bridging such discontinuities.

9.13.2.5. Moisture Protection for Interior Finishes

(1) The interior surface of foundation walls below ground level shall be protected by means that minimize the ingress of moisture from the foundation wall into interior spaces where,

(a) a separate interior finish is applied to a concrete or unit masonry wall that is in contact with the soil, or

(b) wood members are placed in contact with such walls for the installation of insulation or finish.

(2) Except as provided in Sentence (3), where the protection of interior finishes required in Sentence (1) consists of membranes or coatings,

(a) the membrane or coating shall extend from the basement floor surface up to the highest extent of the interior insulation or finish, but not higher than the exterior finished ground level, and

(b) no membrane or coating with a permeance less than 170 ng/(Pa·s·m²) shall be applied to the interior surface of the foundation wall above ground level between the insulation and the foundation wall.

(3) Where insulation functions as both moisture protection for interior finishes and as a vapour barrier in accordance with Subsection 9.25.4., it shall be applied over the entire interior surface of the foundation wall.

9.13.2.6. Dampproofing of Floors-on-Ground

(1) Where dampproofing is installed below the floor, it shall consist of,

(a) polyethylene not less than 0.15 mm thick with joints lapped not less than 100 mm,

(b) Type S roll roofing with joints lapped not less than 100 mm, or

(i) sufficient compressive strength to support the floor assembly, and

(ii) a water vapour permeance complying with Clause 9.13.2.2.(2)(b).

(2) Where dampproofing is installed between a floor-on-ground and a finished floor, it shall consist of,

(a) rigid extruded/expanded polystyrene with sealed or ship-lapped joints that has,

(i) sufficient compressive strength to support the floor assembly, and

(ii) a water vapour permeance complying with Clause 9.13.2.2.(2)(b), or

(b) polyethylene not less than 0.05 mm with joints lapped not less than 100 mm.

9.13.2.7. Dampproofing of Preserved Wood Foundation Walls

(1) Preserved wood foundation walls shall be dampproofed as described in CSA S406, “Permanent Wood Foundations for Housing and Small Buildings”.

9.13.3. Waterproofing

9.13.3.1. Required Waterproofing

(1) Where hydrostatic pressure occurs, waterproofing is required for assemblies separating interior space from the ground to prevent the ingress of water into building assemblies and interior spaces.

(2) Waterproofing is required for roofs of underground structures to prevent the ingress of water into building assemblies and interior spaces.

9.13.3.2. Waterproofing Materials

(1) Materials installed to provide required waterproofing shall be,

(a) compatible with adjoining materials, and

(b) resistant to mechanisms of deterioration that may reasonably be expected, given the nature, function and exposure of the materials.

(2) Materials used for exterior waterproofing shall conform to,

(a) ASTM D1227, “Emulsified Asphalt Used as a Protective Coating for Roofing”, in which case, they shall be installed in accordance with Sentence 9.13.3.3.(3),

(b) ASTM D3019, “Lap Cement Used with Asphalt Roll Roofing, Non-Fibered, Asbestos-Fibered, and Non-Asbestos-Fibered”, but only with respect to non-fibered and non-asbestos-fibered (Types I and III) asphalt roll roofing,

(c) ASTM D4479 / D4479M, “Asphalt Roof Coatings - Asbestos-Free”, in which case, they shall be installed in accordance with Sentence 9.13.3.3.(3) and with reinforcing material,

(d) ASTM D4637 / D4637M, “EPDM Sheet Used In Single-Ply Roof Membrane”,

(e) ASTM D4811 / D4811M, “Nonvulcanized (Uncured) Rubber Sheet Used as Roof Flashing”,

(f) ASTM D6878 / D6878M, “Thermoplastic Polyolefin Based Sheet Roofing”,

(g) CGSB 37-GP-9Ma, “Primer, Asphalt, Unfilled, for Asphalt Roofing, Dampproofing and Waterproofing”, where a primer is required,

(h) CAN/CGSB-37.50-M, “Hot-Applied, Rubberized Asphalt for Roofing and Waterproofing”,

(i) CAN/CGSB-37.54, “Polyvinyl Chloride Roofing and Waterproofing Membrane”,

(j) CGSB 37-GP-56M, “Membrane, Modified, Bituminous, Prefabricated, and Reinforced for Roofing”,

(k) CAN/CGSB-37.58-M, “Membrane, Elastomeric, Cold-Applied Liquid, for Non-Exposed Use in Roofing and Waterproofing”,

(l) CAN/CSA-A123.2, “Asphalt-Coated Roofing Sheets”,

(m) CAN/CSA-A123.4, “Asphalt for Constructing Built-Up Roof Coverings and Waterproofing Systems”, in which case, they shall be installed with reinforcing material, or

(n) CSA A123.17, “Asphalt Glass Felt Used in Roofing and Waterproofing”.

9.13.3.3. Preparation of Surface

(1) Surfaces to be waterproofed shall be prepared in accordance with the instructions of the waterproofing material manufacturer.

(2) Where the waterproofing material is to be applied on insulating concrete form (ICF) walls, the instructions of the ICF wall manufacturer shall be followed.

(3) Unit masonry walls that are to be waterproofed shall be parged on exterior surfaces below ground level with not less than 6 mm of mortar conforming to Section 9.20. coved over the footing.

(4) Concrete walls that are to be waterproofed shall have all holes and recesses sealed with mortar or waterproofing material.

(5) Surfaces required to be waterproofed shall be clean and dry and free of ice, snow, frost, dust, dirt, oil, grease, cracks, projections and depressions, loose particles and debris that could be detrimental to the performance of the waterproofing material.

9.13.3.4. Application of Waterproofing Membranes

(1) Unless otherwise stated in this Subsection, waterproofing shall be installed in accordance with the manufacturer’s instructions with regard to,

(a) surface priming,

(b) conditions during application,

(d) application quantity and rate, and

(e) curing times.

(2) Waterproofing shall be continuous across joints and at junctions between different building elements.

(3) The waterproofed surface shall be protected with a suitable material to minimize mechanical damage during backfilling.

(4) The area in which the waterproofing is to be carried out shall be kept free of water during the application and curing of the waterproofing system.

9.13.3.5. Floor Waterproofing System

(1) Basement floors-on-ground to be waterproofed shall have a system of membrane waterproofing provided between 2 layers of concrete, each of which shall be not less than 75 mm thick, with the floor membrane made continuous with the wall membrane to form a complete seal.

236. Clauses 9.14.3.1.(1)(e) to (h) of Division B of the Regulation are revoked and the following substituted:

(e) CAN/CSA-B182.1, “Plastic Drain and Sewer Pipe and Pipe Fittings”,

(f) CAN/CSA-G401, “Corrugated Steel Pipe Products”, or

(g) BNQ 3624-115, “Polyethylene (PE) Pipe and Fittings - Flexible Pipes for Drainage - Characteristics and Test Methods”.

237. Clause 9.15.1.3.(1)(b) of Division B of the Regulation is amended by striking out “Anchorage of Manufactured Homes” at the end and substituting “Installation of Buildings”.

238. (1) Sentence 9.15.2.2.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-A165.1” and substituting “CSA A165.1”.

(2) Clause 9.15.2.2.(3)(a) of Division B of the Regulation is amended by striking out “CAN/CSA-A179” and substituting “CSA A179”.

(3) Clause 9.15.2.2.(3)(b) of Division B of the Regulation is amended by striking out “CAN/CSA-A179” and substituting “CSA A179”.

(4) Clause 9.15.2.2.(3)(c) of Division B of the Regulation is amended by striking out “CAN/CSA-A371” and substituting “CSA A371”.

239. Clause 9.15.2.4.(1)(a) of Division B of the Regulation is revoked and the following substituted:

(a) CSA S406, “Permanent Wood Foundations for Housing and Small Buildings”, or

240. Sentence 9.15.4.1.(1) of Division B of the Regulation is amended by striking out “CAN/ULC-S701, “Thermal Insulation, Polystyrene, Boards and Pipe Covering”” and substituting “CAN/ULC-S701.1, “Thermal Insulation, Polystyrene Boards””.

241. Sentence 9.15.5.1.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Except as permitted in Sentence (2), foundation walls of hollow masonry units supporting floor joists shall be capped with,

(a) not less than 50 mm of concrete,

(b) solid masonry units that are 100% solid and not less than 50 mm high, or

(c) semi-solid or hollow solid masonry units that have the top course completely filled with mortar, grout or concrete.

242. Sentence 9.15.5.3.(3) of Division B of the Regulation is revoked and the following substituted:

(3) The top 200 mm of pilasters required in Sentence (1) shall be solid masonry with the cells of hollow or semi-solid units filled with mortar, grout or concrete.

243. Sentence 9.16.5.1.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Floors-on-ground constructed of wood shall conform to CSA S406, “Permanent Wood Foundations for Housing and Small Buildings”.

244. Clause 9.17.5.1.(1)(a) of Division B of the Regulation is amended by striking out “CAN/CSA-A165.1” and substituting “CSA A165.1”.

245. Clauses 9.20.2.1.(1)(d) to (k) of Division B of the Regulation are revoked and the following substituted:

(d) CAN/CSA-A82 “Fire Masonry Brick Made from Clay or Shale”,

(e) CSA A165.1, “Concrete Block Masonry Units”,

(f) CSA A165.2, “Concrete Brick Masonry Units”, or

(g) CSA A165.3, “Prefaced Concrete Masonry Units”.

246. Sentence 9.20.2.6.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-A165.1” and substituting “CSA A165.1”.

247. Sentence 9.20.3.1.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-A179” and substituting “CSA A179”.

248. Sentence 9.20.3.2.(7) of Division B of the Regulation is amended by striking out “CAN/CSA-A371” and substituting “CSA A371”.

249. Articles 9.20.4.2. and 9.20.4.3. of Division B of the Regulation are revoked and the following substituted:

9.20.4.2. Masonry Units

(1) Hollow masonry units shall be laid with mortar applied to head and bed joints of both inner and outer face shells.

(2) Vertically aligned webs of hollow masonry units shall be laid in a full bed of mortar,

(a) under the starting course,

(b) in all courses of columns, and

(3) Except for head joints left open for weep holes and ventilation, solid masonry units shall be laid with full head and bed joints.

250. Note (1) to Table 9.20.5.2.C. of Division B of the Regulation is amended by striking out “roof live load” and substituting “roof live load”.

251. Sentence 9.20.6.4.(1) of Division B of the Regulation is amended by striking out “shall be of solid units” and substituting “shall consist of solid masonry units”.

252. Article 9.20.6.5. of Division B of the Regulation is revoked and the following substituted:

9.20.6.5. Parapet Walls

(1) The height of a parapet wall above the adjacent roof surface shall be not more than three times the parapet wall thickness.

(2) A parapet wall shall be solid masonry that extends from the top of the parapet wall to not less than 300 mm below the adjacent roof level.

(3) Where semi-solid or hollow units are used in a parapet wall, the cells of those units shall be filled with mortar, grout or concrete.

253. (1) Sentence 9.20.8.2.(1) of Division B of the Regulation is amended by striking out “solid units” and substituting “solid masonry units”.

(2) Clause 9.20.8.2.(3)(a) of Division B of the Regulation is revoked and the following substituted:

(a) solid masonry units not less than 57 mm high, bridging the full thickness of the wall, or

254. Article 9.20.8.5. of Division B of the Regulation is revoked and the following substituted:

9.20.8.5. Projection of Masonry Veneer beyond Supporting Members

(1) Masonry veneer of solid masonry units resting on a bearing support shall not project more than one-third of the thickness of the veneer.

(2) Where the masonry veneer described in Sentence (1) is rough stone masonry,

(a) the projection shall be measured as the average projection of the units, and

(b) the thickness of the veneer shall be measured as the average thickness of the veneer.

255. Table 9.20.9.5. of Division B of the Regulation is revoked and the following substituted:

Table 9.20.9.5.
Veneer Tie Spacing

Forming Part of Sentence 9.20.9.5.(1)

Item	Column 1 Maximum Vertical Spacing, mm	Column 2 Maximum Horizontal Spacing, mm
1.	406	813
2.	508	610
3.	610	406

256. Sentence 9.20.12.1.(1) of Division B of the Regulation is amended by striking out “solid units” at the end and substituting “solid masonry units”.

257. Sentence 9.20.15.2.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-A371” and substituting “CSA A371”.

258. Sentence 9.21.3.4.(1) of Division B of the Regulation is amended by striking out “Classification of Fireclay and High Alumina Refractory Brick” and substituting “Fireclay and High Alumina Refractory Brick”.

259. Sentence 9.21.4.8.(1) of Division B of the Regulation is amended by striking out “solid units” and substituting “solid masonry units”.

260. Sentence 9.23.4.3.(2) of Division B of the Regulation is amended by striking out “General Requirements for Rolled or Welded Structural Quality Steel” and substituting “Structural Quality Steel”.

261. Sentence 9.23.6.3.(1) of Division B of the Regulation is amended by striking out “Foundation and Anchorage of Manufactured Homes” at the end and substituting “Foundation, and Installation of Buildings”.

262. Sentence 9.23.13.11.(6) of Division B of the Regulation is amended by striking out “(Limit States Design)”.

263. Clause 9.23.14.2.(1)(c) of Division B of the Regulation is amended by striking out “CSA O153-M” at the beginning and substituting “CSA O153”.

264. Clause 9.23.15.2.(1)(c) of Division B of the Regulation is amended by striking out “CSA O153-M” at the beginning and substituting “CSA O153”.

265. Sentence 9.23.15.7.(3) of Division B of the Regulation is amended by striking out “CAN/ULC-S706, “Wood Fibre Thermal Insulation for Buildings”” in the portion before Clause (a) and substituting “CAN/ULC-S706.1, “Wood Fibre Insulating Boards for Buildings””.

266. Table 9.23.16.2.A. of Division B of the Regulation is revoked and the following substituted:

Table 9.23.16.2.A.
Wall Sheathing Thickness and Specifications

Forming Part of Sentence 9.23.16.2.(1)

Item	Column 1 Type of Sheathing	Column 2 Minimum Thickness, mm⁽¹⁾ With Supports 406 mm o.c.	Column 3 Minimum Thickness, mm⁽¹⁾ With Supports 610 mm o.c.	Column 4 Material Standards
1.	Fibreboard (insulating)	9.5	11.1	CAN/ULC-S706.1
2.	Gypsum Sheathing	9.5	12.7	ASTM C1177 / C1177M ASTM C1396 / C1396M⁽²⁾
3.	Lumber	17.0	17.0	See Table 9.3.2.1.
4.	Mineral Fibre, Rigid Board, Type 2	25	25	CAN/ULC-S702
5.	OSB, O-2 Grade	6.0	7.5	CSA O437.0
6.	OSB, O-1 Grade, and Waferboard, R-1 Grade	6.35	7.9	CSA O437.0
7.	Phenolic, faced	25	25	CAN/CGSB-51.25-M
8.	Plywood (exterior type)	6	7.5	CSA O121 CSA O151 CSA O153
9.	Polystyrene, Types 1 and 2	38	38	CAN/ULC-S701.1
10.	Polystyrene, Types 3 and 4	25	25	CAN/ULC-S701.1
11.	Polyurethane and Polyisocyanurate Type 1, faced	38	38	CAN/ULC-S704
12.	Polyurethane and Polyisocyanurate Types 2 and 3, faced	25	25	CAN/ULC-S704

Notes to Table 9.23.16.2.A.:

⁽¹⁾ See also Sentences 9.27.5.1.(2) and (3).

⁽²⁾ The flame-spread rating of gypsum board shall be determined in accordance with CAN/ULC-S102, “Test for Surface Burning Characteristics of Building Materials and Assemblies”.

267. Sentence 9.25.2.2.(1) of Division B of the Regulation is revoked and the following substituted:

(1) Except as required in Sentence (2), thermal insulation shall conform to the requirements of,

(a) ASTM C726, “Mineral Wool Roof Insulation Board,”

(b) CAN/CGSB-51.25-M, “Thermal Insulation, Phenolic, Faced”,

(d) CAN/ULC-S701.1, “Thermal Insulation, Polystyrene Boards”,

(e) CAN/ULC-S702 “Mineral Fibre Thermal Insulation for Buildings”,

(f) CAN/ULC-S703, “Cellulose Fibre Insulation for Buildings”,

(g) CAN/ULC-S704, “Thermal Insulation, Polyurethane and Polyisocyanurate, Boards, Faced”,

(h) CAN/ULC-S705.1, “Thermal Insulation - Spray Applied Rigid Polyurethane Foam, Medium Density - Material - Specification”, or

(i) CAN/ULC-S706.1, “Wood Fibre Insulating Boards for Buildings”.

268. Clause 9.25.2.3.(6)(a) of Division B of the Regulation is revoked and the following substituted:

(a) Reserved

269. (1) Sentence 9.25.5.1.(1) of Division B of the Regulation is amended by striking out “Sheet” at the beginning of the portion before Clause (a) and substituting “Except as provided in Sentences (2) to (4), sheet”.

(2) Article 9.25.5.1. of Division B of the Regulation is amended by adding the following Sentence:

(4) Sheet and panel-type materials need not comply with Sentence (1) where,

(a) the material has,

(i) a water vapour permeance not less than 30 ng/(Pa•s•m²), and

(ii) a thermal resistance not less than 0.7 (m²•K)/W, and

(b) the heating degree-days of the building location, in degrees Celsius, are less than 6 000.

270. Article 9.26.1.1. of Division B of the Regulation is revoked and the following substituted:

9.26.1.1. Purpose of Roofing

(1) In this Section,

(a) “roof” means sloped or near-horizontal assemblies that protect the spaces beneath them and includes platforms that effectively serve as roofs with respect to the accumulation or drainage of precipitation, and

(b) “roofing” means the primary covering for roofs.

9.26.1.1A. Required Protection

(1) Roofs shall be protected with roofing, including flashing, installed so as to,

(a) effectively shed water,

(b) prevent the ingress of water and moisture into building assemblies and occupied space, and

(2) Compliance with Sentence (1) shall be demonstrated by conforming to,

(a) this Section, or

(b) Part 5.

271. Subsection 9.26.2. of Division B of the Regulation is revoked and the following substituted:

9.26.2. Roofing Materials

9.26.2.1. Material Standards

(1) Where materials used for the preparation of the substrate for roofing are covered in the scope of a standard listed in Table 9.26.2.1.A., they shall conform to that standard.

Table 9.26.2.1.A.
Materials for Preparation of the Substrate for Roofing

Forming Part of Sentence 9.26.2.1.(1)

Item

Column 1

Type of Material

Column 2

Standards

Sheathing Membranes

CAN/CGSB-51.32-M, “Sheathing, Membrane, Breather Type”

Primers

CGSB 37-GP-9Ma, “Primer, Asphalt, Unfilled, for Asphalt Roofing, Dampproofing and Waterproofing”

(2) Where roofing materials are covered in the scope of a standard listed in Table 9.26.2.1.B., they shall conform to that standard.

Table 9.26.2.1.B.
Roofing Materials

Forming Part of Sentence 9.26.2.1.(2)

Item	Column 1 Type of Roof Covering	Column 2 Standards
1.	Built-up roofing (BUR)	ASTM D3019, “Lap Cement Used with Asphalt Roll Roofing, Non-Fibered, Asbestos-Fibered, and Non-Asbestos-Fibered” ⁽¹⁾ ASTM D4479 / D 4479M, “Asphalt Roof Coatings - Asbestos-Free” CGSB 37-GP-56M, “Membrane, Modified, Bituminous, Prefabricated, and Reinforced for Roofing” CAN/CGSB-37.50-M, “Hot-Applied, Rubberized Asphalt for Roofing and Waterproofing” CAN/CSA-A123.2, “Asphalt-Coated Roofing Sheets” CSA A123.3, “Asphalt Saturated Organic Roofing Felt” CAN/CSA-A123.4, “Asphalt for Constructing Built-Up Roof Coverings and Waterproofing Systems” CSA A123.17, “Asphalt Glass Felt Used in Roofing and Waterproofing”
2.	Single-ply membranes	CAN/CGSB-37.54, “Polyvinyl Chloride Roofing and Waterproofing Membrane” CAN/CGSB-37.58-M, “Membrane, Elastomeric, Cold-Applied Liquid, for Non- Exposed Use in Roofing and Waterproofing” ASTM D4637 / D4637M, “EPDM Sheet Used In Single-Ply Roof Membrane” ASTM D4811, “Nonvulcanized (Uncured) Rubber Sheet Used as Roof Flashing” ASTM D6878 / D6878M, “Thermoplastic Polyolefin Based Sheet Roofing”
3.	Shingles, shakes, tiles, panels	CSA A123.1 / CSA A123.5, “Asphalt Shingles Made From Organic Felt and Surfaced with Mineral Granules / Asphalt Shingles Made From Glass Felt and Surfaced with Mineral Granules” CAN/CSA-A220 Series, “Concrete Roof Tiles” CSA O118.1, “Western Red Cedar Shakes and Shingles” CSA O118.2, “Eastern White Cedar Shingles”
4.	Eave protection	CSA A123.22, “Self-Adhering Polymer Modified Bituminous Sheet Materials Used as Steep Roofing Underlayment for Ice Dam Protection”
5.	Flashing	ASTM D4811 / D4811M, “Nonvulcanized (Uncured) Rubber Sheet Used as Roof Flashing”

Notes to Table 9.26.2.1.B.:

⁽¹⁾ For the purpose of this Subsection, ASTM D3019, “Lap Cement Used with Asphalt Roll Roofing, Non-Fibered, Asbestos-Fibered, and Non-Asbestos-Fibered”, applies only with respect to non-fibered and non-asbestos-fibered (Types I and III) asphalt roll roofing.

9.26.2.2. Installation of Materials

(1) Materials listed in Tables 9.26.2.1.A. and 9.26.2.1.B. shall be installed in conformance with the manufacturer’s instructions.

9.26.2.3. Nails

(1) Nails used for roofing shall be corrosion-resistant roofing or shingle nails conforming to,

(a) ASTM F1667, “Driven Fasteners: Nails, Spikes, and Staples”, or

(b) CSA B111, “Wire Nails, Spikes and Staples”.

(2) Nails shall have sufficient length to penetrate through or 12 mm into roof sheathing.

(3) Nails used with asphalt roofing shall have a head diameter of not less than 9.5 mm and a shank thickness of not less than 2.95 mm.

(4) Nails used with wood shingles or shakes shall have a head diameter of not less than 4.8 mm and a shank thickness of not less than 2.0 mm and shall be stainless steel, aluminum or hot-dipped galvanized.

9.26.2.4. Staples

(1) Staples used to apply asphalt or wood shingles shall be corrosion-resistant and shall be driven with the crown parallel to the eaves.

(2) Staples used with asphalt shingles shall be not less than 19 mm long, 1.6 mm diam or thickness, with not less than a 25 mm crown, except that an 11 mm crown may be used as provided in Sentence 9.26.7.4.(2).

(3) Staples used with wood shingles shall be not less than 29 mm long, 1.6 mm diam or thickness, with not less than a 9.5 mm crown and shall be stainless steel or aluminum.

272. Table 9.26.3.1. of Division B of the Regulation is revoked and the following substituted:

Table 9.26.3.1.
Roofing Types and Slope Limits

Forming Part of Sentence 9.26.3.1.(1)

Item	Column 1 Type of Roofing	Column 2 Minimum Slope	Column 3 Maximum Slope
1.	Asphalt shingles - Low slope application	1 in 6	no limit
2.	Asphalt shingles - Normal application	1 in 3	no limit
3.	Built-up roofing - Asphalt base (without gravel)	1 in 25	1 in 2
4.	Built-up roofing - Asphalt base (gravelled)	1 in 50⁽¹⁾	1 in 4
5.	Built-up roofing - Coal-tar base (gravelled)	1 in 50⁽¹⁾	1 in 25
6.	Built-up roofing - Cold process	1 in 25	1 in 1.33
7.	Cedar shakes	1 in 3	no limit
8.	Clay tile	1 in 2	no limit
9.	Glass fibre reinforced polyester roofing panels	1 in 4	no limit
10.	Modified bituminous membranes	1 in 50	1 in 4
11.	Profiled metal roofing	1 in 4⁽²⁾	no limit
12.	Roll roofing - 480 mm wide selvage asphalt roofing	1 in 6	no limit
13.	Roll roofing - Cold application felt	1 in 50	1 in 1.33
14.	Roll roofing - Smooth and mineral surfaced	1 in 4	no limit
15.	Sheet metal shingles	1 in 4⁽²⁾	no limit
16.	Slate shingles	1 in 2	no limit
17.	Wood shingles	1 in 4	no limit

Notes to Table 9.26.3.1.:

⁽¹⁾ See Sentence 9.26.3.1.(2).

⁽²⁾ See Sentence 9.26.3.1.(3).

273. Sentence 9.26.4.1.(2) of Division B of the Regulation is revoked.

274. (1) Sentence 9.27.5.1.(1) of Division B of the Regulation is amended by striking out “Sentences (2) to (7)” and substituting “Sentences (2), (3) and (4)”.

(2) Sentences 9.27.5.1.(4) to (7) of Division B of the Regulation are revoked and the following substituted:

(4) Where wood shingles or shakes are applied to sheathing that is not suitable for attaching the shingles or shakes, the shingles or shakes may be attached to a wood lath not less than 38 mm by 9.5 mm thick securely nailed to the framing and applied as described in Article 9.27.7.5.

275. (1) Sentence 9.27.5.3.(1) of Division B of the Regulation is amended by striking out “Sentences 9.27.5.1.(5) and (6)” and substituting “Sentence (4)”.

276. Table 9.27.5.4. of Division B of the Regulation is revoked and the following substituted:

Table 9.27.5.4.
Attachment of Cladding

Forming Part of Sentence 9.27.5.4.(1)

Item	Column 1 Type of Cladding	Column 2 Minimum Nail or Staple Length, mm	Column 3 Minimum Number of Nails or Staples	Column 4 Maximum Nail or Staple Spacing, mm (o.c.)
1.	Wood trim	51	---	600
2.	Lumber siding or horizontal siding made from sheet metal	51	---	600
3.	Metal cladding	38	---	600 (nailed to framing) 400 (nailed to sheathing only)
4.	Wood shakes up to 200 mm in width	51	2	---
5.	Wood shakes over 200 mm in width	51	3	---
6.	Wood shingles up to 200 mm in width	32	2	---
7.	Wood shingles over 200 mm in width	32	3	---
8.	Panel or sheet type cladding up to 7 mm thick	38	---	150 (along edges)
9.	Panel or sheet type cladding more than 7 mm thick	51	---	300 (along intermediate supports)

277. (1) Clause 9.27.8.1.(1)(a) of Division B of the Regulation is amended by striking out “CSA O115-M” at the beginning and substituting “ANSI/HPVA HP-1”.

(2) Clause 9.27.8.1.(1)(d) of Division B of the Regulation is amended by striking out “CSA O153-M” at the beginning and substituting “CSA O153”.

278. Sentence 9.28.2.1.(1) of Division B of the Regulation is amended by striking out “CAN/CSA-A3001” and substituting “CSA A3001”.

279. Sentence 9.29.8.1.(1) of Division B of the Regulation is amended by striking out “CAN/ULC-S706, “Wood Fibre Thermal Insulation for Buildings”” at the end and substituting “CAN/ULC-S706.1, “Wood Fibre Insulating Boards for Buildings””.

280. (1) Clause 9.30.2.2.(1)(c) of Division B of the Regulation is amended by striking out “CSA O115-M” at the beginning and substituting “ANSI/HPVA HP-1”.

(2) Clause 9.30.2.2.(1)(f) of Division B of the Regulation is amended by striking out “CSA O153-M” at the beginning and substituting “CSA O153”.

281. Sentence 9.30.5.1.(1) of Division B of the Regulation is amended by striking out “vinyl-asbestos”.

282. Sentence 9.32.1.1.(5) of Division B of the Regulation is amended by striking out “Part 6” at the end and substituting “Article 9.32.1.4. or Part 6”.

283. Subsection 9.32.1. of Division B of the Regulation is amended by adding the following Article:

9.32.1.4. Venting of Laundry-Drying Equipment

(1) Exhaust ducts or vents connected to laundry-drying equipment shall discharge directly to the outdoors.

(2) Exhaust ducts connected to laundry-drying equipment shall be,

(a) independent of other exhaust ducts,

(b) accessible for cleaning, and

(3) Where collective venting of multiple installations of laundry-drying equipment is used, the ventilation system shall,

(a) be connected to a common exhaust duct that is vented by one central exhaust fan and incorporates one central lint trap,

(b) include an interlock to activate the central exhaust fan when laundry-drying equipment is in use, and

284. Clause 9.32.3.9.(2)(b) of Division B of the Regulation is amended by striking out “Procedure for Loudness Rating of Residential Fan Products” and substituting “Loudness Testing and Rating Procedure”.

285. Subsection 9.34.4. of Division B of the Regulation is revoked.

286. Article 9.35.3.1. of Division B of the Regulation is amended by adding the following Sentence:

(2) Detached garages of less than 55 m² floor area and not more than 1 storey in height that are not of masonry or masonry veneer construction are permitted to be supported on,

(a) wood mud sills, or

(b) a concrete floor slab having a minimum thickness of not less than 100 mm.

287. Article 9.35.3.3. of Division B of the Regulation is revoked and the following substituted:

9.35.3.3. Small Garages

(1) Detached garages of less than 55 m² floor area and not more than 1 storey in height that are not of masonry or masonry veneer construction need not conform with the foundation drainage requirements described in Section 9.14. where the finished ground level is at or near the elevation of the garage floor and where the ground slopes away from the building.

288. (1) The heading to Column 1 of Table 11.5.1.1.A. of Division B of the Regulation is amended by,

(a) striking out “Col. 1” and substituting “Column 1”; and

(b) striking out “NUMBER” and substituting “C.A. Number”.

(2) The heading to Column 2 of Table 11.5.1.1.A. of Division B of the Regulation is amended by striking out “PART 3 REQUIREMENTS” and substituting “Division B Requirements”.

(3) The heading to Column 3 of Table 11.5.1.1.A. of Division B of the Regulation is amended by striking out “PART 11 COMPLIANCE ALTERNATIVE” and substituting “Compliance Alternative”.

(4) Item 8 of Table 11.5.1.1.A. of Division B of the Regulation is amended by striking out “3.1.8.7. to 3.1.8.9.” in Column 2 and substituting “3.1.8.7., 3.1.8.8. and 3.1.8.9.”.

(5) Item 47 of Table 11.5.1.1.A. of Division B of the Regulation is amended by striking out “3.4.6.5.(2) to (11)” in Column 2 and substituting “3.4.6.5.(3) to (13)”.

(6) Item 48 of Table 11.5.1.1.A. of Division B of the Regulation is amended by striking out “3.4.6.6.(2), (4) and (5)” in Column 2 and substituting “3.4.6.6.(2) to (5)”.

(7) Item 52 of Table 11.5.1.1.A. of Division B of the Regulation is amended by striking out “3.4.6.11.(1), (2) and (4)” in Column 2 and substituting “3.4.6.11.(1) to (3) and (5)”.

(8) Item 76 of Table 11.5.1.1.A. of Division B of the Regulation is amended by striking out “3.8.3.13.(2)(f)” in Column 2 and substituting “3.8.3.13.(2)(g)”.

(9) Table 11.5.1.1.A. of Division B of the Regulation is amended by striking out the following rows:

NUMBER

PART 4 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 6 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 8 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

289. (1) The heading to Column 1 of Table 11.5.1.1.B. of Division B of the Regulation is amended by,

(a) striking out “Col. 1” and substituting “Column 1”; and

(b) striking out “NUMBER” and substituting “C.A. Number”.

(2) The heading to Column 2 of Table 11.5.1.1.B. of Division B of the Regulation is amended by striking out “PART 3 REQUIREMENTS” and substituting “Division B Requirements”.

(3) The heading to Column 3 of Table 11.5.1.1.B. of Division B of the Regulation is amended by striking out “PART 11 COMPLIANCE ALTERNATIVE” and substituting “Compliance Alternative”.

(4) Item 7 of Table 11.5.1.1.B. of Division B of the Regulation is amended by striking out “3.1.8.7. to 3.1.8.9.” in Column 2 and substituting “3.1.8.7., 3.1.8.8. and 3.1.8.9.”.

(5) Item 50 of Table 11.5.1.1.B. of Division B of the Regulation is amended by striking out “3.4.6.5.(2) to (11)” in Column 2 and substituting “3.4.6.5.(3) to (13)”.

(6) Item 55 of Table 11.5.1.1.B. of Division B of the Regulation is amended by striking out “3.4.6.11.(1), (2) and (4)” in Column 2 and substituting “3.4.6.11.(1) to (3) and (5)”.

(7) Item 58 of Table 11.5.1.1.B. of Division B of the Regulation is amended by striking out “3.4.6.18.(1)(c)” in Column 2 and substituting “3.4.6.18.(4)(b)”.

(8) Item 77 of Table 11.5.1.1.B. of Division B of the Regulation is amended by striking out “3.8.3.13.(2)(f)” in Column 2 and substituting “3.8.3.13.(2)(g)”.

(9) Table 11.5.1.1.B. of Division B of the Regulation is amended by striking out the following rows:

NUMBER

PART 4 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 6 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 8 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

290. (1) The heading to Column 1 of Table 11.5.1.1.C. of Division B of the Regulation is amended by,

(a) striking out “Col. 1” and substituting “Column 1”; and

(b) striking out “NUMBER” and substituting “C.A. Number”.

(2) The heading to Column 2 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “PART 3 REQUIREMENTS” and substituting “Division B Requirements”.

(3) The heading to Column 3 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “PART 11 COMPLIANCE ALTERNATIVE” and substituting “Compliance Alternative”.

(4) Item 9 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “3.1.8.7. to 3.1.8.9.” in Column 2 and substituting “3.1.8.7., 3.1.8.8. and 3.1.8.9.”.

(5) Item 48 of Table 11.5.1.1.C. of Division B of the Regulation is revoked and the following substituted:

48.	C48	3.4.4.1.	Fire separations of exits permitted in buildings:
			(a) 30 min, up to 3 storeys in building height,
			(b) 45 min, in hotels up to 3 storeys in building height,
			(c) 45 min, up to 6 storeys in building height,
			(d) 1 h, over 6 storeys in building height.

(6) Item 54 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “3.4.6.4.(1)” in Column 2 and substituting “3.4.6.4.(1) to (3)”.

(7) Item 55 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “3.4.6.4.(2) and (3)” in Column 2 and substituting “3.4.6.4.(4) and (5)”.

(8) Item 56 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “3.4.6.5.(2) and (11)” in Column 2 and substituting “3.4.6.5.(3) to (13)”.

(9) Item 57 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “3.4.6.6.(2) and (4)” in Column 2 and substituting “3.4.6.6.(2) to (4)”.

(10) Item 62 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “3.4.6.11.(1) and (2)” in Column 2 and substituting “3.4.6.11.(1), (1.1) and (2)”.

(11) Item 87 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “3.8.3.13.(2)(f)” in Column 2 and substituting “3.8.3.13.(2)(g)”.

(12) Item 110 of Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out “9.8.4.3.” in Column 2 and substituting “9.8.4.3. and 9.8.4.5A.”.

(13) Table 11.5.1.1.C. of Division B of the Regulation is amended by striking out the following rows:

NUMBER

PART 4 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 6 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 8 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 9 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 12 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

291. (1) The heading to Column 1 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by,

(a) striking out “Col. 1” and substituting “Column 1”; and

(b) striking out “NUMBER” and substituting “C.A. Number”.

(2) The heading to Column 2 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out “PART 3 REQUIREMENTS” and substituting “Division B Requirements”.

(3) The heading to Column 3 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out “PART 11 COMPLIANCE ALTERNATIVE” and substituting “Compliance Alternative”.

(4) Item 9 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out “3.1.8.7.; 3.1.8.9.” in Column 2 and substituting “3.1.8.7., 3.1.8.8. and 3.1.8.9.”.

(5) Item 43 of Table 11.5.1.1.D/E. of Division B of the Regulation is revoked and the following substituted:

43.	DE43	3.4.4.1.	Fire separations of exits permitted in buildings:
			(a) 30 min, up to 3 storeys in building height,
			(b) 45 min, up to 6 storeys in building height,
			(c) 1 h, over 6 storeys in building height.

(6) Item 49 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out “3.4.6.4.(1)” in Column 2 and substituting “3.4.6.4.(1) to (3)”.

(7) Item 50 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out “3.4.6.4.(2) and (3)” in Column 2 and substituting “3.4.6.4.(4) and (5)”.

(8) Item 51 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out “3.4.6.5.(2) to (11)” in Column 2 and substituting “3.4.6.5.(3) to (13)”.

(9) Item 57 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out “3.4.6.11.(1) and (2)” in Column 2 and substituting “3.4.6.11.(1), (1.1) and (2)”.

(10) Item 80 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out “3.8.3.13.(2)(f)” in Column 2 and substituting “3.8.3.13.(2)(g)”.

(11) Item 95 of Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out “9.8.4.3.” in Column 2 and substituting “9.8.4.3. and 9.8.4.5A.”.

(12) Table 11.5.1.1.D/E. of Division B of the Regulation is amended by striking out the following rows:

NUMBER

PART 4 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 6 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 8 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 9 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

292. (1) The heading to Column 1 of Table 11.5.1.1.F. of Division B of the Regulation is amended by,

(a) striking out “Col. 1” and substituting “Column 1”; and

(b) striking out “NUMBER” and substituting “C.A. Number”.

(2) The heading to Column 2 of Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out “PART 3 REQUIREMENTS” and substituting “Division B Requirements”.

(3) The heading to Column 3 of Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out “PART 11 COMPLIANCE ALTERNATIVE” and substituting “Compliance Alternative”.

(4) Item 9 of Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out “3.1.8.7.; 3.1.8.9.” in Column 2 and substituting “3.1.8.7., 3.1.8.8. and 3.1.8.9.”.

(5) Item 45 of Table 11.5.1.1.F. of Division B of the Regulation is revoked and the following substituted:

45.	F45	3.4.4.1.	Fire separations of exits permitted in buildings:
			(a) 30 min, up to 3 storeys in building height,
			(b) 45 min, up to 6 storeys in building height,
			(c) 1 h, over 6 storeys in building height.

(6) Item 51 of Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out “3.4.6.4.(1)” in Column 2 and substituting “3.4.6.4.(1) to (3)”.

(7) Item 52 of Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out “3.4.6.4.(2) and (3)” in Column 2 and substituting “3.4.6.4.(4) and (5)”.

(8) Item 53 of Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out “3.4.6.5.(2) to (11)” in Column 2 and substituting “3.4.6.5.(3) to (13)”.

(9) Item 59 of Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out “3.4.6.11.(1) and (2)” in Column 2 and substituting “3.4.6.11.(1), (1.1) and (2)”.

(10) Item 81 of Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out “3.8.3.13.(2)(f)” in Column 2 and substituting “3.8.3.13.(2)(g)”.

(11) Item 95 of Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out “9.8.4.3.” in Column 2 and substituting “9.8.4.3. and 9.8.4.5A.”.

(12) Table 11.5.1.1.F. of Division B of the Regulation is amended by striking out the following rows:

NUMBER

PART 4 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 6 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 8 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

. . . . .

NUMBER

PART 9 REQUIREMENTS

PART 11 COMPLIANCE ALTERNATIVE

293. Clause 12.3.1.2.(1)(a) of Division B of the Regulation is amended by striking out “CAN/CSA-A440.2” at the beginning and substituting “CSA A440.2”.

294. Clause 2.4.2.1.(2)(c) of Division C of the Regulation is amended by,

(a) striking out “NRCC 53301” and substituting “NRCC 56190”; and

(b) striking out “NRCC 53302” and substituting “NRCC 56193”.

295. (1) Section 4.1. of Division C of the Regulation is amended by adding the following Subsection:

4.1.6. Transition, January 2020

4.1.6.1. Transition Rule

(1) Subject to Sentence (2), this Regulation, as it read on December 31, 2019, is deemed to continue in force with respect to construction for which a permit has been applied for before January 1, 2020.

(2) Sentence (1) does not apply unless the construction is commenced within six months after the permit is issued.

(2) Section 4.1. of Division C of the Regulation is amended by adding the following Subsection:

4.1.7. Transition, January 2022

4.1.7.1. Transition Rule

(1) Subject to Sentence (2), this Regulation, as it read on December 31, 2021, is deemed to continue in force with respect to construction for which a permit has been applied for before January 1, 2022.

(2) Sentence (1) does not apply unless the construction is commenced within six months after the permit is issued.

Commencement

296. (1) Subject to subsections (2) and (3), this Regulation comes into force on the day it is filed.

(2) Subsections 1 (1) to (4), (7), (8) and (10), sections 3 to 26, 28 to 52, 54, 56, 57, 62, 64 to 66, 69 to 71, 74, 82 to 85, 87 to 97, 99 to 103, 105, 108 to 181, 183 to 194, 219 to 284, 286 and 287, subsections 288 (1) to (4) and (7) to (9), 289 (1) to (4) and (6) to (9), 290 (1) to (5), (10), (11) and (13), 291 (1) to (5), (9), (10) and (12) and 292 (1) to (5), (9), (10) and (12), sections 293 and 294 and subsection 295 (1) come into force on January 1, 2020.

(3) Subsections 1 (6), (9) and (11), sections 53, 55, 58 to 61, 63, 67, 68, 72, 73, 75 to 81, 86, 98, 104, 106, 107 and 195 to 218 and subsections 288 (5) and (6), 289 (5), 290 (6) to (9) and (12), 291 (6) to (8) and (11), 292 (6) to (8) and (11) and 295 (2) come into force on January 1, 2022.

O. Reg. 88/19: BUILDING CODE

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