proposed change 903 - cfaa · there is no anticipated increase in life safety or fire load risk...

Canadian Commission on Building and Fire Codes 903

Committee: Executive Committee Last modified: 2014-06-18 Page: 1/3

Proposed Change 903 Code Reference(s): NBC10 Div. A 1.3.3.4.(2) Subject: Other — Fire Protection Title: Building Size Dimension and Occupancy Types for 4-Storey Buildings Description: This proposed change expands the building size to four storeys and the occupancy types to assembly, business and personal services, and

mercantile occupancies when dealing with sloping sites. Related Code Change Request(s):

CCR 457

PROPOSED CHANGE

[1.3.3.4.] 1.3.3.4. Building Size Determination [1] 2) Except as permitted in Sentence (3), where portions of a building are completely separated by a vertical

fire separation that has a fire-resistance rating of not less than 1 h and extends through all storeys and service spaces of the separated portions, each separated portion is permitted to be considered as a separate building for the purpose of determining building height, provided [a] a) each separated portion is not more than 34 storeys in building height and is used only for

assembly, residential occupancies, business and personal services, and mercantile occupancies, and

[b] b) the unobstructed path of travel for a firefighter from the nearest street to one entrance of each separated portion is not more than 45 m.

(See Appendix A.)

A-1.3.3.4.(2) Buildings on Sloping Sites. Application of the definition of grade to stepped buildings on sloping sites often results in such buildings being

designated as being greater than 34 storeys in building height even though there may be only 2, 3 or 34 storeys at any one location. The diagrams below illustrate this application compared to a similar building on a flat site.

Under this Sentence, Building A can be considered as being 34 storeys in building height instead of 67 storeys in building height. Both Building A and B are comparable with regard to fire safety and egress.

This relaxation applies to the determination of building height only. All other requirements continue to apply as appropriate.

Figure [A-1.3.3.4.(2)] A-1.3.3.4.(2) Application of the definition of grade

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RATIONALE

Problem A change to the definition of grade in the 1980 National Building Code resulted in confusion regarding its application to buildings located on sloping sites, and the resulting interpretation of building height. Building height was interpreted as the total number of storeys of the building without considering the slope of the lot on which the building was located.

This was originally considered a Part 9 issue, and specific to residential (Group C) buildings. However, by the end of the 1985 NBC code cycle, it was considered to be both a Part 3 and Part 9 issue and was addressed in Part 2 of the Code. At that time, residential buildings of combustible construction were only permitted to be a maximum of 3 storeys in building height and the proposed change primarily related to challenges with combustible construction on sloped sites. Therefore, when the original Article was written relative to buildings on sloping sites, it was for Group C buildings with separated components of not more than 3 storeys in building height.

A change to the 1995 NBC permitted Group C, D and E buildings of combustible construction to be up to 4 storeys in building height; however; the maximum height for buildings located on sloped sites was not increased. In some cases, this means that the 2010 NBC requires Group C buildings located on sloped sites be either separated into 4 storey blocks by 2-hour rated firewalls, or be considered a single building greater than 4-storeys in building height and required to be of noncombustible construction.

Justification - Explanation For a more detailed justification see the Report “Proposed Change 810: Building Height Determination on Sloped Sites”.

A historical analysis of the development of Sentence 1.3.3.4.(2), Division A identified a lack of quantifiable risk factors associated with an increase in building height, and identified compensatory measures to address risk on a comparative basis by using a combination of existing provisions in the NBCC. These measures included:

1. separated by a continuous fire separation (no openings) with a 1-hour fire-resistance rating, 2. used only for residential occupancies (Group C), 3. not more than 3 storeys in building height, 4. provided with an unobstructed path of travel for a firefighter from the nearest street to one entrance that is

not more than 45 m.

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The building components were considered comparable to row houses, which at the time were required to be separated by a continuous 1-hour rated fire separation. They were limited to Group C occupancies as these were the occupancy type of row houses and the primary type of building that initiated the original code change. The components were limited to 3 storeys in building height, which was the height limit of Group C buildings of combustible construction at the time. The unobstructed path of travel was added to address any access risks increased as a result of the stepped increase in building height.

The combination of the measures included in the original Sentence 1.3.3.4.(2), Division A and those proposed in support of increasing the height of Group C, D and E buildings of combustible construction from 3 to 4 storeys limits the risk associated with an increase in one storey of building height proposed for Sentence 1.3.3.4.(2), Division A.

There is no anticipated increase in life safety or fire load risk associated with broadening the application of Sentence 1.3.3.4.(2), Division A to apply to Group A, D and E occupancies based on the following:

• exiting of a building on a sloped site is and a comparable building not on a sloped site. • No increase in risk associated with differences in fire loading associated with different occupancies, which

is already addressed by the structural fire protection provisions in a manner identical to buildings not located on sloped sites.

The existing provision in Sentence 1.3.3.4.(2), Division A, requiring that components of buildings located on sloped sites be separated by a continuous fire separation (no openings) with a 1-hour fire-resistance rating, further limits the potential spread of fire in comparison to a building not on a sloped site. This limitation to fire spread provides additional time for a responding fire department to control a fire prior to entire building involvement. In addition, the provision requiring an unobstructed path of travel for a firefighter from the nearest streetto one entrance of each separated portion (not more than 45 m) facilitates greater access to each component, further limiting the potential for fire spread to involve the entire building.

In summary, a building with a height determined in accordance with the proposed new Sentence 1.3.3.4.(2), Division A, is not expected to increase the risk to life safety or fire spread beyond the compartment, storey, or building of origin in comparison to existing 4 storey Group A, C, D or E buildings not located on sloped sites.

Cost implications This proposed change is intended to broaden the application of Sentence 1.3.3.4.(2) of Division A. Therefore, there are no direct cost implications arising from this proposed change, but likely cost reductions associated with the broadened application.

Enforcement implications The proposed change does not introduce any new concepts and is a broadened application of current practice for buildings designed on slope sites. Therefore, the enforcement of these provisions will not require additional resources.

Who is affected Designers, builders, regulators and the public.

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Committee: Fire Protection (2010-7.6.3.3.) Last modified: 2014-06-18 Page: 1/2

Proposed Change 856 Code Reference(s): NBC10 Div.B 3.2.3.6. Subject: Spatial Separation of Houses Title: Projection of Roof Soffits Description: This proposed change clarifies roof soffit projection when facing a street,

lane or a public thoroughfare. Related Code Change Request(s): Source of Proposed Change: Related Proposed Change(s):

CCR 681

PCF 791

PROPOSED CHANGE

[3.2.3.6.] 3.2.3.6. Combustible Projections [1] 1) Except for a building containing one or 2 dwelling units only, combustible projections on the exterior

of a wall that could expose an adjacent building to fire spread and are more than 1 m above ground level, including balconies, platforms, canopies and stairs, shall not be permitted within [a] a) 1.2 m of a property line or the centreline of a public way, or [b] b) 2.4 m of a combustible projection on another building on the same property.

[2] 2) Except as provided in Sentence (4)-2015, wWhere the exposing building face has a limiting distance of not more than 0.45 m, projecting roof soffits shall not be constructed abovebeyond the exposing building face. (See Appendix A.)

[3] 3) Except as provided in Sentence (4)-2015, wWhere the exposing building face has a limiting distance of more than 0.45 m, the face of roof soffits abovethe exposing building face shall not project to less than 0.45 m from the property line. (See A-3.2.3.6.(2) in Appendix A.)

[4] --) The face of a roof soffit is permitted to project to the property line, where it faces a street, lane or public thoroughfare. (See A-9.10.14.5.(11) and 9.10.15.5.(10)-2015 (PCF 791) in Appendix A.)

[5] 4) Where roof soffits project to less than 1.2 m from the centre line of a street, lane or public thoroughfare, or from an imaginary line between two buildings or fire compartments on the same property, they shall [a] a) have no openings, and [b] b) be protected by

[i] i) not less than 0.38 mm thick sheet steel, [ii] ii) unvented aluminum conforming to CAN/CGSB-93.2-M, “Prefinished Aluminum Siding,

Soffits, and Fascia, for Residential Use,” [iii] iii) not less than 12.7 mm thick gypsum soffit board or gypsum ceiling board installed

according to CSA A82.31-M, “Gypsum Board Application,” [iv] iv) not less than 11 mm thick plywood,

[v] v) not less than 12.5 mm thick OSB or waferboard, or [vi] vi) not less than 11 mm thick lumber.

[6] 5) For buildings of combustible construction, materials installed to provide the required protection of soffits may be covered with a combustible or noncombustible finish material.

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Committee: Fire Protection (2010-7.6.3.3.) Last modified: 2014-06-18 Page: 2/2

RATIONALE

Problem The current intent of Sentences 3.2.3.6.(2) and 3.2.3.6.(3) is to address the issues of fire impingement from building to building through soffits because of their proximity. Where the property line is next to a street lane or public thoroughfare i.e. where the building is located on a corner lot, the restrictions on the roof soffit construction and projection stated in Sentences 9.10.15.5.(8) and 9.10.15.5.(9) cannot be justified.

Justification - Explanation The new proposed Sentence 3.2.3.6.(4)-2015 clarifies that the face of a roof soffit above an exposing building face is allowed to project to the property line where it faces a street lane or a public thoroughfare.

3.2.3.6.(4)- 2010 - Editorial change

This proposed change adds the missing word “street” to the sentence for consistency. Cost implications The proposed change which is a relaxation from more stringent requirements that would otherwise apply allows design flexibility. It does not have a direct monetary implications.

Enforcement implications The change would allow greater design flexibility.

Who is affected Building officials, owners, designers

OBJECTIVE-BASED ANALYSIS OF NEW OR CHANGED PROVISIONS

[3.2.3.6.] 3.2.3.6. ([1] 1) [F03-OP3.1] [3.2.3.6.] 3.2.3.6. ([2] 2) [F03-OP3.1] [3.2.3.6.] 3.2.3.6. ([3] 3) [F03-OP3.1] -- (--) no attributions [3.2.3.6.] 3.2.3.6. ([5] 4) [F03-OP3.1] [3.2.3.6.] 3.2.3.6. ([6] 5) no attributions

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Committee: Use and Egress (2010-04.06.06.) Last modified: 2014-05-27 Page: 1/3

Proposed Change 389 Code Reference(s): NBC10 Div.B 3.3.1.11.

NBC10 Div.B 3.3.1.12. NBC10 Div.B 3.4.6.12. NBC10 Div.B 3.4.6.14.

Subject: Other — Use and Egress Title: Sliding Doors Description: This proposed change harmonizes the Part 3 and Part 9 provisions

regarding the use of sliding doors as access-to-exit and exit doors. This permission is limited to small area storage rooms.

Related Proposed Change(s):

PCF 905, PCF 906

PROPOSED CHANGE

[3.3.1.11.] 3.3.1.11. Door Swing [1] 1) Except as permitted by Sentence (5)-2015 and Article 3.3.1.12., a door that opens into a corridor or

other facility providing access to exit from a suite or room not located within a suite shall swing on a vertical axis.

[2] 2) Except as permitted by Article 3.3.1.12., a door that opens into a corridor or other facility providing access to exit from a room or suite that is used or intended for an occupant load more than 60 or for a high-hazard industrial occupancy shall swing in the direction of travel to the exit.

[3] 3) Every door that divides a corridor that is not wholly contained within a suite shall swing on a vertical axis in the direction of travel to the exit.

[4] 4) If a pair of doors is installed in a corridor that provides access to exit in both directions, the doors shall swing in opposite directions, with the door on the right hand side swinging in the direction of travel to the exit.

[5] --) Doors that serve storage suites not more 28 m2 in area in warehousing buildings need not conform to Sentence (1).

[3.3.1.12.] 3.3.1.12. Sliding Doors [1] 1) Except as permitted by Sentence (2) and Sentence 3.3.1.11.(5)-2015, a sliding door provided in the

locations described in Article 3.3.1.11. shall [a] a) be designed and installed to swing on the vertical axis in the direction of travel to the exit when

pressure is applied, and [b] b) be identified as a swinging door by means of a label or decal affixed to it.

[2] 2) In a Group B, Division 1 occupancy, or in an impeded egress zone in other occupancies, sliding doors used in an access to exit need not conform to Sentence (1) and Article 3.3.1.11.

[3] 3) Movable partitions used to separate a public corridor from an adjacent business and personal services occupancy or a mercantile occupancy need not conform to Sentence (1) and Sentences 3.3.1.11.(1) and (2), provided the partitions are not located in the only means of egress. (See Appendix A.)

[3.4.6.12.] 3.4.6.12. Direction of Door Swing [1] 1) Except for doors serving a single dwelling unit and except as permitted by Sentence (2)-2015 and

Article 3.4.6.14., every exit door shall [a] a) open in the direction of exit travel, and [b] b) swing on its vertical axis.

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[2] --) Exit doors need not conform to Sentence (1), where [a] --) they serve storage garages or other accessory buildings serving not more than one dwelling unit, [b] --) they

[i] --) serve storage suites not more than 28 m2 in area that are on the first storey of warehousing buildings, and

[ii] --) open directly outdoors at ground level, or [c] --) they serve individual self-service storage units referred to in Section 3.9.-2015.

[3.4.6.14.] 3.4.6.14. Sliding Doors [1] 1) Except as permitted by Sentence (2) and 3.4.6.12.(2)-2015, an exit door leading directly to outdoors at

ground level is permitted to be a sliding door provided it conforms to Sentence 3.3.1.12.(1).

[2] 2) An exit door serving a Group B, Division 1 occupancy, or an impeded egress zone in other occupancies, is permitted to be a sliding door that does not conform to Sentence 3.3.1.12.(1) provided it is designed to be released in conformance with Article 3.3.1.13.

RATIONALE

Problem Part 9 of the NBC allows the installation of sliding doors as an exit door under a series of conditions (warehouse buildings, accessory buildings serving single dwelling units...). There is not such an exemption in Part 3 buildings.

Justification - Explanation This proposed change harmonizes Part 3 and Part 9 for the use of sliding doors as an access-to-exit and exit door. This permission is limited to small area storage rooms.

Cost implications May result in a cost reduction

Enforcement implications None


[3.3.1.11.] 3.3.1.11. ([1] 1) [F10-OS3.7] [3.3.1.11.] 3.3.1.11. ([2] 2) [F10-OS3.7] [3.3.1.11.] 3.3.1.11. ([3] 3) [F10-OS3.7] [3.3.1.11.] 3.3.1.11. ([4] 4) [F10-OS3.7] -- (--) no attributions [3.3.1.12.] 3.3.1.12. ([1] 1) ([a] a) [3.3.1.12.] 3.3.1.12. ([1] 1) ([b] b) [F10-OS3.7] [3.3.1.12.] 3.3.1.12. ([2] 2) no attributions

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[3.3.1.12.] 3.3.1.12. ([3] 3) no attributions [3.4.6.12.] 3.4.6.12. ([1] 1) no attributions [3.4.6.12.] 3.4.6.12. ([1] 1) [F10-OS3.7] -- (--) no attributions [3.4.6.14.] 3.4.6.14. ([1] 1) no attributions [3.4.6.14.] 3.4.6.14. ([2] 2) [F12-OS3.7]

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Committee: Use and Egress (2010-06-07.02.a), Housing and Small Buildings

Last modified: 2014-06-25

Page: 1/2

Proposed Change 907 Code Reference(s): NBC10 Div.B 3.4.6.5.(3) Subject: Stairs, Ramps, Handrails and Guards — Fall Protection Title: Handrail Graspability Description: This change deletes the notion of graspable portion for handrails

that are not circular, and the reference to a Part 9 Appendix Note in response to many comments during the 2013 public consultation on this confusing notion.


PCF 359, PCF 360, PCF 365, PCF 366

PROPOSED CHANGE

[3.4.6.5.] 3.4.6.5. Handrails [1] 3) Handrails shall be continuously graspable along their entire length and shall have

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

[b] b) a non-circular cross-section with a graspable portion that has 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.

(See A-9.8.7.5.(2) in Appendix A.-2015)

RATIONALE

Problem The notion of graspable portion of handrails stated in Clause 3.4.6.5.(3)(b) is difficult to enforce, and may result in a handrail cross-section that does not represent good ergonomics in terms of shape and dimensions. Such handrails with irregular cross-section, where only a portion of them are graspable would not

• permit hand approach from all directions in both normal use and emergency fall-arrest conditions • allow a firm grip, • work for a wide range of hand sizes, and • take into consideration the challenges of older and/or disabled adults, who, have limitations of strength and

balance and fall frequently on stairs.

This notion of graspable portion is not supported by relevant research evidence, and is inconsistent with every other model code used in Canada and the US.

Justification - Explanation Handrails are one of the most important components of a stair system in both normal and emergency fall-arrest conditions. Handrails should permit a hand approach from all directions and allow a firm grip.

Handrails must be able to transmit forces to and from the hand effectively. Research shows that the size and shape of the handrail affect the ability to maximize the effective forces. Handrails that allow to bring all of the finger and hand segments into contact with the handrail, would increase the contact area the forces can be spread over a larger area, reduces the stresses and strains on the tissues of the hand, and allowing young and elderly users to generate a greater stabilizing force.

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Committee: Use and Egress (2010-06-07.02.a), Housing and Small Buildings


Page: 2/2

In order to generate substantial pulling forces the fingers and thumb must be able to wrap round the under surface of the handrail and not only over a “graspable portion” of the handrail.

Furthermore, most handrails in Part 3 buildings have a circular cross-section. Handrails with complex cross-sections that only a portion is graspable are usually provided for residential application.

Cost implications None.

Enforcement implications This change would simplify the requirement and facilitate its enforcement.

Who is affected Designers, builders and regulators.


[3.4.6.5.] 3.4.6.5. ([1] 3) [F30-OS3.1] [F10-OS3.7]

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Committee: Fire Protection (2010-5.8.6.), Housing and Small Buildings (2010-11.07.01.g), Building and Plumbing Services, Earthquake Design, Energy Efficiency in Buildings, Environmental Separation, Executive Committee, Hazardous Materials and Activities, Structural Design, Use and Egress

Last modified:

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NBC10 Div.B 9.10.13.14.(1) NBC10 Div.B Appendix D

Subject: Referenced Documents Title: Fire Stop Flaps Description: This proposed change replaces references to Appendix D with references to

CAN/ULC-S112.2, "Standard Method of Fire Test of Ceiling Firestop Flap Assemblies". The proposed changes to Appendix D can be found in Section D-5.3.

Related Code Change Request(s):

CCR 371

PROPOSED CHANGE

[3.6.4.3.] 3.6.4.3. Plenum Requirements [1] 1) A concealed space used as a plenum within a floor assembly or within a roof assembly need not conform to Sentence 3.1.5.15.(1) and

Article 3.6.5.1., provided [a] a) all materials within the concealed space have a flame-spread rating not more than 25 and a smoke developed classification not

more than 50, except for [i] i) tubing for pneumatic controls,

[ii] ii) optical fibre cables and electrical wires and cables with combustible insulation, jackets or sheathes that are used for the transmission of voice, sound or data and conform to Sentences 3.1.4.3.(2) and 3.1.5.18.(2),

[iii] iii) totally enclosed non-metallic raceways with an FT6 rating, when tested in accordance with Clause 3.1.5.20.(1)(a), in buildings required to be of noncombustible construction, and

[iv] iv) totally enclosed non-metallic raceways with an FT4 rating, when tested in accordance with Clause 3.1.5.20.(1)(a), in buildings permitted to be of combustible construction, and

[b] b) the supports for the ceiling membrane are of noncombustible material having a melting point not below 760°C. [2] 2) If a concealed space referred to in Sentence (1) is used as a return-air plenum and incorporates a ceiling membrane that forms part of the

required fire-resistance rating of the assembly, every opening through the membrane shall be protected by a fire stop flap that [a] a) stops the flow of air into the concealed space in the event of a fire, [b] b) is supported in a manner that will maintain the integrity of the ceiling membrane for the duration of time required to provide the

required fire-resistance rating, and [c] c) conforms to the appropriate requirements of Appendix DCAN/ULC-S112.2, “Fire Test of Ceiling Firestop Flap Assemblies,” and.

[d] --) activates 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.

[9.10.13.14.] 9.10.13.14. Fire Stop Flaps [1] 1) Fire stop flaps in ceiling membranes requiredreferred to in Sentence 9.10.5.1.(4) shall be constructed in conformance with Appendix D,

Fire-Performance Ratings. [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.

Appendix D Fire-Performance Ratings Footnote: This Appendix is included for explanatory purposes only and does not form part of the requirements. The bold face reference numbers that introduce each item do not relate to specific requirements in this Division.

D-1. General The content of this Appendix was prepared on the recommendations of the Standing Committee on Fire Safety and Occupancy, which was established by the Canadian Commission on Building and Fire Codes (CCBFC) for this purpose.

D-1.1. Introduction D-1.1.1. Scope

[1] 1) This fire-performance information is presented in a form closely linked to the performance requirements and the minimum materials specifications of the National Building Code of Canada 2010.

[2] 2) The ratings have been assigned only after careful consideration of all available literature on assemblies of common building materials, where they are adequately identified by description. The assigned values based on this information will, in most instances, be conservative when compared to the ratings determined on the basis of actual tests on individual assemblies.

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Last modified:

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[3] 3) The fire-performance information set out in this Appendix applies to materials and assemblies of materials which comply in all essential details with the minimum structural design standards described in Part 4 of the National Building Code of Canada. Additional requirements, where appropriate, are described in other Sections of this Appendix.

[4] 4) Section D-2 of this Appendix assigns fire-resistance ratings for walls, floors, roofs, columns and beams related to , "", and describes methods for determining these ratings.

[5] 5) Section D-3 assigns flame-spread ratings and smoke developed classifications for surface materials related to , "", and , "". [6] 6) Section D-4 describes noncombustibility in building materials when tested in accordance with , "". [7] 7) Section D-5 contains requirements for the installation of fire doors and fire dampers in fire-rated stud wall assemblies and the

installation of fire stop flaps in fire-rated membrane ceilings. [8] 8) Section D-6 contains background information regarding fire test reports, obsolete materials and assemblies, assessment of archaic

assemblies and the development of the component additive method.

D-1.1.2. Referenced Documents [1] 1) Where documents are referenced in this Appendix, they shall be the editions designated in Table D-1.1.2.

Table [D-1.1.2.13.2.2.3.] D-1.1.2. Documents Referenced in Appendix D Fire-Performance Ratings

Issuing Agency

Document Number (1)

Title of Document (2) Code

Reference ANSI A208.1-2009 Particleboard Table D-3.1.1.A. ASTM C 330/C 330M-09 Lightweight Aggregates for Structural Concrete D-1.4.3.(2) ASTM C 1396/C 1396M-11 Gypsum Board D-1.5.1.

Table D-3.1.1.A. CCBFC NRCC 30629 Supplement to the National Building Code of Canada 1990 D-6.2.

D-6.3. D-6.4.

CGSB 4-GP-36M-1978 Carpet Underlay, Fiber Type Table D-3.1.1.B. CGSB CAN/CGSB-4.129-97 Carpets for Commercial Use Table D-3.1.1.B. CGSB CAN/CGSB-11.3-M87 Hardboard Table D-3.1.1.A. CGSB CAN/CGSB-92.2-M90 Trowel or Spray Applied Acoustical Material D-2.3.4.(5) CSA A23.1-09/A23.2-09 Concrete Materials and Methods of Concrete Construction/Test Methods and D-1.4.3.(1) Standard Practices for Concrete CSA CAN/CSA-A23.3-04 Design of Concrete Structures D-2.1.5.(2) D-2.6.6.(1) Table D-2.6.6.B. D-2.8.2.(1) Table D-2.8.2. CSA A82.5-M1978 Structural Clay Non-Load-Bearing Tile Table D-2.6.1.A. CSA A82.22-M1977 Gypsum Plasters Table D-3.1.1.A. CSA CAN/CSA- Gypsum Board D-1.5.1. A82.27-M91 Table D-3.1.1.A. CSA A82.30-M1980 Interior Furring, Lathing and Gypsum Plastering D-1.7.2.(1) D-2.3.9.(1) Table D-2.5.1. CSA A82.31-M1980 Gypsum Board Application D-2.3.9.(1) D-2.3.9.(6) CSA CAN/CSA-A165.1-04 Concrete Block Masonry Units Table D-2.1.1. CSA O86-09 Engineering Design in Wood D-2.11.2.(1) D-2.11.2.(2) CSA O121-08 Douglas Fir Plywood Table D-3.1.1.A. CSA O141-05 Softwood Lumber D-2.3.6.(2) Table D-2.4.1. CSA O151-09 Canadian Softwood Plywood Table D-3.1.1.A.

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Issuing Agency

Document Number (1)

Title of Document (2) Code

Reference CSA O153-M1980 Poplar Plywood Table D-3.1.1.A. CSA O325-07 Construction Sheathing Table D-3.1.1.A. CSA O437.0-93 OSB and Waferboard Table D-3.1.1.A. CSA S16-09 Design of Steel Structures D-2.6.6.(1)

D-2.6.6.(3) Table D-2.6.6.B.

NFPA 80-2010 Fire Doors and Other Opening Protectives D-5.2.1.(1) D-5.2.1.(2)

ULC CAN/ULC-S101-07 Fire Endurance Tests of Building Construction and Materials D-1.1.1.(4) D-1.12.1. D-2.3.2. ULC CAN/ULC-S102-10 Test for Surface Burning Characteristics of Building Materials and Assemblies D-1.1.1.(5) ULC CAN/ULC-S102.2-10 Test for Surface Burning Characteristics of Flooring, Floor Coverings, and D-1.1.1.(5) Miscellaneous Materials and Assemblies Table D-3.1.1.B. ULC CAN/ULC-S114-05 Test for Determination of Non-Combustibility in Building Materials D-1.1.1.(6) D-4.1.1.(1) D-4.2.1. ULC ULC-S505-1974 Fusible Links for Fire Protection Service D-5.3.2. ULC CAN/ULC-S702-09 Mineral Fibre Thermal Insulation for Buildings Table D-2.3.4.A. Table D-2.3.4.D. D-2.3.5.(2) D-2.3.5.(4) Table D-2.6.1.E. D-6.4. ULC CAN/ULC-S703-09 Cellulose Fibre Insulation for Buildings D-2.3.4.(5) ULC CAN/ULC-S706-09 Wood Fibre Insulating Boards for Buildings Table D-3.1.1.A.

Notes to Table [D-1.1.2.13.2.2.3.] D-1.1.2.:

(1) Some documents may have been reaffirmed or reapproved. Check with the applicable issuing agency for up-to-date information.

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

D-1.1.3. Applicability of Ratings The ratings shown in this document apply if more specific test values are not available. The construction of an assembly that is the subject of an individual test report must be followed in all essential details if the fire-resistance rating reported is to be applied for use with this Code. D-1.1.4. Higher Ratings The authority having jurisdiction may allow higher fire-resistance ratings than those derived from this Appendix, where supporting evidence justifies a higher rating. Additional information is provided in summaries of published test information and the reports of fire tests carried out by the Institute for Research in Construction, National Research Council of Canada, included in Section D-6, Background Information. D-1.1.5. Additional Information on Fire Rated Assemblies Assemblies containing materials for which there is no nationally recognized standard are not included in this Appendix. Many such assemblies have been rated by Underwriters Laboratories (UL), Underwriters' Laboratories of Canada (ULC), or Intertek Testing Services NA Ltd. (ITS).

D-1.2. Interpretation of Test Results D-1.2.1. Limitations

[1] 1) The fire-performance ratings set out in this Appendix are based on those that would be obtained from the standard methods of test described in the Code. The test methods are essentially a means of comparing the performance of one building component or assembly with another in relation to its performance in fire.

[2] 2) Since it is not practicable to measure the fire resistance of constructions in situ, they must be evaluated under some agreed test conditions. A specified fire-resistance rating is not necessarily the actual time that the assembly would endure in situ in a building fire, but is that which the particular construction must meet under the specified methods of test.

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[3] 3) Considerations arising from departures in use from the conditions established in the standard test methods may, in some circumstances, have to be taken into account by the designer and the authority having jurisdiction. Some of these conditions are covered at present by the provisions of the National Building Code.

[4] 4) For walls and partitions, the stud spacings previously specified as 16 or 24 inch have been converted to 400 and 600 mm, respectively, for consistency with other metric values; however, the use of equivalent imperial dimensions for stud spacing is permitted.

D-1.3. Concrete D-1.3.1. Aggregates in Concrete Low density aggregate concretes generally exhibit better fire performance than natural stone aggregate concretes. A series of tests on concrete masonry walls, combined with mathematical analysis of the test results, has allowed further distinctions between certain low density aggregates to be made.

D-1.4. Types of Concrete D-1.4.1. Description

[1] 1) For purposes of this Appendix, concretes are described as Types S, N, L, L 1, L2, L40S, L120S or L220S as described in Sentences (2) to (8).

[2] 2) Type S concrete is the type in which the coarse aggregate is granite, quartzite, siliceous gravel or other dense materials containing at least 30% quartz, chert or flint.

[3] 3) Type N concrete is the type in which the coarse aggregate is cinders, broken brick, blast furnace slag, limestone, calcareous gravel, trap rock, sandstone or similar dense material containing not more than 30% of quartz, chert or flint.

[4] 4) Type L concrete is the type in which all the aggregate is expanded slag, expanded clay, expanded shale or pumice. [5] 5) Type L1 concrete is the type in which all the aggregate is expanded shale.

[6] 6) Type L2 concrete is the type in which all the aggregate is expanded slag, expanded clay or pumice.

[7] 7) Type L40S concrete is the type in which the fine portion of the aggregate is sand and low density aggregate in which the sand does not exceed 40% of the total volume of all aggregates in the concrete.

[8] 8) Type L120S and Type L220S concretes are the types in which the fine portion of the aggregate is sand and low density aggregate in which the sand does not exceed 20% of the total volume of all aggregates in the concrete.

D-1.4.2. Determination of Ratings Where concretes are described as being of Type S, N, L, L1 or L2, the rating applies to the concrete containing the aggregate in the group that provides the least fire resistance. If the nature of an aggregate cannot be determined accurately enough to place it in one of the groups, the aggregate shall be considered as being in the group that requires a greater thickness of concrete for the required fire resistance. D-1.4.3. Description of Aggregates

[1] 1) The descriptions of the aggregates in Type S and Type N concretes apply to the coarse aggregates only. Coarse aggregate for this purpose means that retained on a 5 mm sieve using the method of grading aggregates described in , "".

[2] 2) Increasing the proportion of sand as fine aggregate in low density concretes requires increased thicknesses of material to produce equivalent fire-resistance ratings. Low density aggregates for Type L and Types L-S concretes used in loadbearing components shall conform to , "".

[3] 3) Non-loadbearing low density components of vermiculite and perlite concrete, in the absence of other test evidence, shall be rated on the basis of the values shown for Type L concrete.

D-1.5. Gypsum Wallboard D-1.5.1. Types of Wallboard

[1] 1) Where the term gypsum wallboard is used in this Appendix, it is intended to include, in addition to gypsum wallboard, gypsum backing board and gypsum base for veneer plaster as described in

a) , "", or b) , "". [2] 2) Where the term Type X gypsum wallboard is used in this Appendix, it applies to special fire-resistant board as described in a) , "", or b) , "".

D-1.6. Equivalent Thickness D-1.6.1. Method of Calculating

[1] 1) The thickness of solid-unit masonry and concrete described in this Appendix shall be the thickness of solid material in the unit or component thickness. For units that contain cores or voids, the Tables refer to the equivalent thickness determined in conformance with Sentences (2) to (10).

[2] 2) Where a plaster finish is used, the equivalent thickness of a wall, floor, column or beam protection shall be equal to the sum of the equivalent thicknesses of the concrete or masonry units and the plaster finish measured at the point that will give the least value of equivalent thickness.

[3] 3) Except as provided in Sentence (5), the equivalent thickness of a hollow masonry unit shall be calculated as equal to the actual overall thickness of a unit in millimetres multiplied by a factor equal to the net volume of the unit and divided by its gross volume.

[4] 4) Net volume shall be determined using a volume displacement method that is not influenced by the porous nature of the units. [5] 5) Gross volume of a masonry unit shall be equal to the actual length of the unit multiplied by the actual height of the unit multiplied

by the actual thickness of the unit.

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[6] 6) Where all the core spaces in a wall of hollow concrete masonry or hollow-core precast concrete units are filled with grout, mortar, or loose fill materials such as expanded slag, burned clay or shale (rotary kiln process), vermiculite or perlite, the equivalent thickness rating of the wall shall be considered to be the same as that of a wall of solid units, or a solid wall of the same concrete type and the same overall thickness.

[7] 7) The equivalent thickness of hollow-core concrete slabs and panels having a uniform thickness and cores of constant cross section throughout their length shall be obtained by dividing the net cross-sectional area of the slab or panel by its width.

[8] 8) The equivalent thickness of concrete panels with tapered cross sections shall be the cross section determined at a distance of 2 t or 150 mm, whichever is less, from the point of minimum thickness, where t is the minimum thickness.

[9] 9) Except as permitted in Sentence (10), the equivalent thickness of concrete panels with ribbed or undulating surfaces shall be a) ta for s less than or equal to 2 t,

b) t + (4 t/s - 1)(ta - t) for s less than 4 t and greater than 2 t, and

c) t for s greater than or equal to 4 t where

t = minimum thickness of panel,

ta = average thickness of panel (unit cross-sectional area divided by unit width), and

s = centre to centre spacing of ribs or undulations.

[10] 10) Where the total thickness of a panel described in Sentence (9), exceeds 2 t, only that portion of the panel which is less than 2 t

from the non-ribbed surface shall be considered for the purpose of the calculations in Sentence (9).

D-1.7. Contribution of Plaster or Gypsum Wallboard Finish to Fire Resistance of Masonry or Concrete D-1.7.1. Determination of Contribution

[1] 1) Except as provided in Sentences (2), (3), (4) and (5), the contribution of a plaster or gypsum wallboard finish to the fire resistance of a masonry or concrete wall, floor or roof assembly shall be determined by multiplying the actual thickness of the finish by the factor shown in Table D-1.7.1., depending on the type of masonry or concrete to which it is applied. This corrected thickness shall then be included in the equivalent thickness as described in Subsection D-1.6.

Table [D-1.7.1.13.2.8.2.] D-1.7.1. Multiplying Factors for Masonry or Concrete Construction

Type of Surface Protection

Type of Masonry or Concrete

Solid Clay Brick, Unit Masonry and

Monolithic Concrete, Type N or S

Cored Clay Brick, Clay Tile, Monolithic Concrete, Type

L40S and Unit Masonry, Type L120S

Concrete Unit Masonry, Type L1 or L220S and Monolithic Concrete,

Type L

Concrete Unit

Masonry, Type L2

Portland cement-sand 1 0.75 0.75 0.50 plaster or lime sand plaster

Gypsum-sand plaster, 1.25 1 1 1 wood fibred gypsum plaster or gypsum wallboard

Vermiculite or perlite 1.75 1.5 1.25 1.25 aggregate plaster

[2] 2) Where a plaster or gypsum wallboard finish is applied to a concrete or masonry wall, the calculated fire-resistance rating of the

assembly shall not exceed twice the fire-resistance rating provided by the masonry or concrete because structural collapse may occur before the limiting temperature is reached on the surface of the non-fire-exposed side of the assembly.

[3] 3) Where a plaster or gypsum wallboard finish is applied only on the non-fire-exposed side of a hollow clay tile wall, no increase in fire resistance is permitted because structural collapse may occur before the limiting temperature is reached on the surface of the non-fire-exposed side of the assembly.

[4] 4) The contribution to fire resistance of a plaster or gypsum wallboard finish applied to the non-fire-exposed side of a monolithic concrete or unit masonry wall shall be determined in conformance with Sentence (1), but shall not exceed 0.5 times the contribution of the concrete or masonry wall.

[5] 5) When applied to the fire-exposed side, the contribution of a gypsum lath and plaster or gypsum wallboard finish to the fire resistance of masonry or concrete wall, floor or roof assemblies shall be determined from Table D-2.3.4.A. or D-2.3.4.B.

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D-1.7.2. Plaster [1] 1) Gypsum plastering shall conform to , "". [2] 2) Portland cement-sand plaster shall be applied in 2 coats: the first coat containing 1 part Portland cement to 2 parts sand by volume,

and the second coat containing 1 part Portland cement to 3 parts sand by volume. [3] 3) Plaster finish shall be securely bonded to the wall or ceiling. [4] 4) The thickness of plaster finish applied directly to monolithic concrete without metal lath shall not exceed 10 mm on ceilings and

16 mm on walls. [5] 5) Where the thickness of plaster finish on masonry or concrete exceeds 38 mm, wire mesh with 1.57 mm diam wire and openings

not exceeding 50 mm by 50 mm shall be embedded midway in the plaster.

D-1.7.3. Attachment of Wallboard and Lath Gypsum wallboard and gypsum lath finishes applied to masonry or concrete walls shall be secured to wood or steel furring members in conformance with Article D-2.3.9.

D-1.7.4. Sample Calculations The following examples are included as a guide to the method of calculating the fire resistance of concrete or hollow masonry walls with plaster or gypsum wallboard protection: Example (1) A 3 h fire-resistance rating is required for a monolithic concrete wall of Type S aggregate with a 20 mm gypsum-sand plaster finish on metal lath on each face.

a. The minimum equivalent thickness of Type S monolithic concrete needed to give a 3 h fire-resistance rating = 158 mm (Table D-2.1.1.). b. Since the gypsum-sand plaster finish is applied on metal lath, Sentence D-1.7.1.(5) does not apply. Therefore, the contribution to the equivalent

thickness of the wall of 20 mm gypsum-sand plaster on each face of the concrete is 20 × 1.25 = 25 mm (see Sentences D-1.7.1.(1) to (4)). c. The total contribution of the plaster finishes is 2 × 25 = 50 mm. d. The minimum equivalent thickness of concrete required is 158 mm - 50 mm = 108 mm. e. From Table D-2.1.1., the 108 mm equivalent thickness of monolithic concrete gives a contribution of less than 1.5 h. This is less than half the

rating of the assembly so that the conditions in Sentence D-1.7.1.(2) are not met. Thus the equivalent thickness of monolithic concrete must be increased to 112 mm to give 1.5 h contribution.

f. The total equivalent thickness of the plaster finishes can then be reduced to 158 mm - 112 mm = 46 mm. g. The total actual thickness of the plaster finishes required is therefore 46 mm ÷ 1.25 = 37 mm (Sentences D-1.7.1.(1) to (4)) or 18.5 mm on each

face. h. Since the thickness of the plaster finish on each face exceeds 16 mm, metal lath is still required (Sentence D-1.7.2.(4)). i. Since this wall is symmetrical with plaster on both faces, the contribution to fire resistance of the plaster finish on either face is limited to one-

quarter of the wall rating by virtue of Sentence D-1.7.1.(2). Under these circumstances, the conditions in Sentence D-1.7.1.(4) are automatically met.

Example (2) A 2 h fire-resistance rating is required for a hollow masonry wall of Type N concrete with a 12.7 mm Type X gypsum wallboard finish on each face.

a. Since gypsum wallboard is used, Sentence D-1.7.1.(5) applies. The 12.7 mm gypsum wallboard finish on the fire-exposed side is, therefore, assigned 25 min by using Table D-2.3.4.A.

b. The fire resistance required of the balance of the assembly is 120 min - 25 min = 95 min. c. Interpolating between 1.5 h and 2 h in Table D-2.1.1. for 95 min fire resistance, the equivalent thickness for hollow masonry units required is

95 mm + ( 18 mm × 5/30) = 95 mm + 3 mm = 98 mm. d. The contribution to the equivalent thickness of the wall of the 12.7 mm gypsum wallboard finish on the non-fire-exposed side using

Table D-1.7.1. = 12.7 × 1.25 = 16 mm. e. Equivalent thickness required of concrete masonry unit = 98 - 16 = 82 mm. f. The fire-resistance rating of a concrete masonry wall having an equivalent thickness of 82 mm = 1 h for 73 mm + (9 mm × 30/22) = 1 h 12 min.

As this is more than 1 h, the conditions of Sentence D-1.7.1.(2) are met and the rating of 2 h is justified. Example (3) A 2 h fire-resistance rating is required for a hollow masonry exterior wall of Type L220S concrete with a 15.9 mm Type X gypsum wallboard finish on the non-fire-exposed side only.

a. According to Table D-2.1.1., the minimum equivalent thickness for Type L220S concrete masonry units needed to achieve a 2 h rating is 94 mm. b. Since gypsum wallboard is not used on the fire-exposed side, Sentence D-1.7.1.(5) does not apply. The contribution to the equivalent thickness of

the wall by the 15.9 mm Type X gypsum wallboard finish applied on the non-fire-exposed side is 15.9 × 1 ≈ 16 mm (see Sentence D-1.7.1.(1) and Table D-1.7.1.).

c. Therefore, the equivalent thickness required of the concrete masonry unit is 94 - 16 = 78 mm. d. The contribution to fire resistance of a 78 mm L 220S concrete hollow masonry unit is 85 min. The contribution of the Type X gypsum wallboard

finish is 120 - 85 = 35 min, which does not exceed half the 85 min contribution of the masonry unit or 42.5 min, so that the conditions in Sentence D-1.7.1.(4) are met.

e. The rating of the wall (120 min) is less than twice the contribution of the masonry unit (170 min) so that the conditions in Sentence D-1.7.1.(2) are also met.

D-1.8. Tests on Floors and Roofs D-1.8.1. Exposure to Fire All tests relate to the performance of a floor assembly or floor-ceiling or roof-ceiling assembly above a fire. It has been assumed on the basis of experience that fire on top will take a longer time to penetrate the floor than one below, and that the fire resistance in such a situation will be at least equal to that obtained from below in the standard test.

D-1.9. Moisture Content

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D-1.9.1. Effect of Moisture [1] 1) The moisture content of building materials at the time of fire test may have a significant influence on the measured fire resistance.

In general, an increase in the moisture content should result in an increase in the fire resistance, though in some materials the presence of moisture may produce disruptive effects and early collapse of the assembly.

[2] 2) Moisture content is now controlled in standard fire test methods and is generally recorded in the test reports. In earlier tests, moisture content was not always properly determined.

D-1.10. Permanence and Durability D-1.10.1. Test Conditions The ratings in this Appendix relate to tested assemblies and do not take into account possible changes or deterioration in use of the materials. The standard fire test measures the fire resistance of a sample building assembly erected for the test. No judgment as to the permanence or durability of the assembly is made in the test.

D-1.11. Steel Structural Members D-1.11.1. Thermal Protection Since the ability of a steel structural member to sustain the loading for which it was designed may be impaired because of elevated temperatures, measures shall be taken to provide thermal protection. The fire-resistance ratings, as established by the provisions of this Appendix, indicate the time periods during which the effects of heat on protected steel structural members are considered to be within acceptable limits.

D-1.12. Restraint Effects D-1.12.1. Effect on Fire-Resistance Ratings In fire tests of floors, roofs and beams, it is necessary to state whether the rating applies to a thermally restrained or thermally unrestrained assembly. Edge restraint of a floor or roof, structural continuity, or end restraint of a beam can significantly extend the time before collapse in a standard test. A restrained condition is one in which expansion or rotation at the supports of a load-carrying element resulting from the effects of fire is resisted by forces or moments external to the element. An unrestrained condition is one in which the load-carrying element is free to thermally expand and rotate at its supports. Whether an assembly or structural member can be considered thermally restrained or thermally unrestrained depends on the type of construction and location in a building. Guidance on this subject can be found in Appendix A1 of , "". Different acceptance criteria also apply to thermally unrestrained and thermally restrained assemblies. These are described in . The ratings for floors, roofs, and beams in this Appendix meet the conditions of , "", for thermally unrestrained specimens. In a thermally restrained condition, the structural element or assembly would probably have greater fire resistance, but the extent of this increase can be determined only by reference to behavior in a standard test.

D-2. Fire-Resistance Ratings D-2.1. Masonry and Concrete Walls D-2.1.1. Minimum Equivalent Thickness for Fire-Resistance Rating The minimum thicknesses of unit masonry and monolithic concrete walls are shown in Table D-2.1.1. Hollow masonry units and hollow-core concrete panels shall be rated on the basis of equivalent thickness as described in Subsection D-1.6.

Table [D-2.1.1.13.3.2.2.] D-2.1.1. Minimum Equivalent Thicknesses (1) of Unit Masonry and Monolithic Concrete Walls Loadbearing and Non-Loadbearing, mm

Type of Wall Fire-Resistance Rating

30 min 45 min 1 h 1.5 h 2 h 3 h 4 h Solid brick units (80% solid and over), actual overall thickness 63 76 90 108 128 152 178 Cored brick units and hollow tile units (less than 80% solid), equivalent thickness 50 60 72 86 102 122 142 Solid and hollow concrete masonry units, equivalent thickness

44

59

73

95 113

142

167 Type S or N concrete (2)

Type L120S concrete 42 54 66 87 102 129 152 Type L1 concrete 42 54 64 82 97 122 143 Type L220S concrete 42 54 64 81 94 116 134 Type L2 concrete 42 54 63 79 91 111 127

Monolithic concrete and concrete panels, equivalent thickness

60

77

90

112 130

158

180 Type S concrete

Type N concrete 59 74 87 108 124 150 171 Type L40S or Type L concrete 49 62 72 89 103 124 140

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Notes to Table [D-2.1.1.13.3.2.2.] D-2.1.1.:

(1) See definition of equivalent thickness in Subsection D-1.6.

(2) Hollow concrete masonry units made with Type S or N concrete shall have a minimum compressive strength of 15 MPa based on net area, as defined in , "".

D-2.1.2. Applicability of Ratings [1] 1) Ratings obtained as described in Article D-2.1.1. apply to either loadbearing or non-loadbearing walls, except for walls described

in Sentences (2) to (6). [2] 2) Ratings for walls with a thickness less than the minimum thickness prescribed for loadbearing walls in this Code apply to non-

loadbearing walls only. [3] 3) Masonry cavity walls (consisting of 2 wythes of masonry with an air space between) that are loaded to a maximum allowable

compressive stress of 380 kPa have a fire resistance at least as great as that of a solid wall of a thickness equal to the sum of the equivalent thicknesses of the 2 wythes.

Appendix. [4] 4) Masonry cavity walls that are loaded to a compressive stress exceeding 380 kPa are not considered to be within the scope of this

[5] 5) A masonry wall consisting of 2 types of masonry units, either bonded together or in the form of a cavity wall, shall be considered

to have a fire-resistance rating equal to that which would apply if the whole of the wall were of the material that gives the lesser rating. [6] 6) A non-loadbearing cavity wall made up of 2 precast concrete panels with an air space or insulation in the cavity between them

shall be considered to have a fire-resistance rating as great as that of a solid wall of a thickness equal to the sum of the thicknesses of the 2 panels. D-2.1.3. Framed Beams and Joists Beams and joists that are framed into a masonry or concrete fire separation shall not reduce the thickness of the fire separation to less than the equivalent thickness required for the fire separation. D-2.1.4. Credit for Plaster Thickness On monolithic walls and walls of unit masonry, the full plaster finish on one or both faces multiplied by the factor shown in Table D-1.7.1. shall be included in the wall thickness shown in Table D-2.1.1., under the conditions and using the methods described in Subsection D-1.7.

D-2.1.5. Walls Exposed to Fire on Both Sides [1] 1) Except as permitted in Sentence (2), portions of loadbearing reinforced concrete walls, which do not form a complete fire

separation and thus may be exposed to fire on both sides simultaneously, shall have minimum dimensions and minimum cover to steel reinforcement in conformance with Articles D-2.8.2. to D-2.8.5.

[2] 2) A concrete wall exposed to fire from both sides as described in Sentence (1) has a fire-resistance rating of 2 h if the following conditions are met:

a) its equivalent thickness is not less than 200 mm, b) its aspect ratio (width/thickness) is not less than 4.0, c) the minimum thickness of concrete cover over the steel reinforcement specified in Clause (d) is not less than 50 mm, d) each face of the wall is reinforced with both vertical and horizontal steel reinforcement in conformance with either Clause 10 or Clause

14 of , "", e) the structural design of the wall is governed by the minimum eccentricity (15 + 0.03h) specified in Clause 10.15.3.1 of , "", and f) the effective length of the wall, klu, is not more than 3.7 m

where

k = effective length factor obtained from , "",

lu = unsupported length of the wall in metres.

D-2.2. Reinforced and Prestressed Concrete Floor and Roof Slabs D-2.2.1. Assignment of Rating

[1] 1) Floors and roofs in a fire test are assigned a fire-resistance rating which relates to the time that an average temperature rise of 140°C or a maximum temperature rise of 180 °C at any location is recorded on the unexposed side, or the time required for collapse to occur, whichever is the lesser. The thickness of concrete shown in Table D-2.2.1.A. shall be required to resist the transfer of heat during the fire resistance period shown.

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Table [D-2.2.1.13.3.3.2.A] D-2.2.1.A. Minimum Thickness of Reinforced and Prestressed Concrete Floor or Roof Slabs, mm

Type of Concrete Fire-Resistance Rating

30 min 45 min 1 h 1.5 h 2 h 3 h 4 h Type S concrete 60 77 90 112 130 158 180 Type N concrete 59 74 87 108 124 150 171 Type L40S or Type L concrete 49 62 72 89 103 124 140

[2] 2) The concrete cover over the reinforcement and steel tendons shown in Table D-2.2.1.B. shall be required to maintain the integrity

of the structure and prevent collapse during the same period.

Table [D-2.2.1.13.3.3.2.B] D-2.2.1.B. Minimum Concrete Cover over Reinforcement in Concrete Slabs, mm


30 min 45 min 1 h 1.5 h 2 h 3 h 4 h Type S, N, L40S or L concrete 20 20 20 20 25 32 39 Prestressed concrete slabs Type S, N, L40S or L concrete 20 25 25 32 39 50 64

D-2.2.2. Floors with Hollow Units The fire resistance of floors containing hollow units may be determined on the basis of equivalent thickness as described in Subsection D-1.6. D-2.2.3. Composite Slabs

[1] 1) For composite concrete floor and roof slabs consisting of one layer of Type S or N concrete and another layer of Type L40S or L concrete in which the minimum thickness of both the top and bottom layers is not less than 25 mm, the combined fire-resistance rating may be determined using the following expressions:

a) when the base layer consists of Type S or N concrete,

b) when the base layer consists of Type L40S or L concrete,

where

R = fire resistance of slab, h,

t = total thickness of slab, mm, and

d = thickness of base layer, mm.

[2] 2) If the base course described in Sentence (1) is covered by a top layer of material other than Type S, N, L40S or L concrete, the top

course thickness may be converted to an equivalent concrete thickness by multiplying the actual thickness by the appropriate factor listed in Table D-2.2.3.A. This equivalent concrete thickness may be added to the thickness of the base course and the fire-resistance rating calculated using Table D-2.2.1.A.

[3] 3) The minimum concrete cover under the main reinforcement for composite concrete floor and roof slabs with base slabs less than 100 mm thick shall conform to Table D-2.2.3.B. For base slabs 100 mm or more thick, the minimum cover thickness requirements of Table D-2.2.1.B. shall apply.

[4] 4) Where the top layer of a 2-layer slab is less than 25 mm thick, the fire-resistance rating for the slab shall be calculated as though the entire slab were made up of the type of concrete with the lesser fire resistance.

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Table [D-2.2.3.13.3.3.4.A] D-2.2.3.A. Multiplying Factors for Equivalent Thickness

Top Course Material Base Slab Normal Density Concrete

(Type S or N) Base Slab Low Density Concrete

(Type L40S or L) Gypsum wallboard 3 2.25 Cellular concrete (mass density 400 – 560 kg/m3 2 1.50 ) Vermiculite and perlite concrete (mass density 1.75 1.50

560 kg/m3 or less) Portland cement with sand aggregate 1 0.75 Terrazzo 1 0.75

Table [D-2.2.3.13.3.3.4.B] D-2.2.3.B.

Minimum Concrete Cover under Bottom Reinforcement in Composite Concrete Slabs, mm

Base Slab Concrete Type Fire-Resistance Rating

30 min 45 min 1 h 1.5 h 2 h 3 h 4 h Reinforced concrete

15

15

20

25

30

40

55 Type S, N, L40S or L Prestressed concrete

Type S 20 25 30 40 50 65 75 Type N 20 20 25 35 45 60 70 Type L40S or L 20 20 25 30 40 50 60

D-2.2.4. Contribution of Plaster Finish

[1] 1) The contribution of plaster finish securely fastened to the underside of concrete may be taken into account in floor or roof slabs under the conditions and using the methods described in Subsection D-1.7.

[2] 2) Plaster finish on the underside of concrete floors or roofs may be used in lieu of concrete cover referred to in Sentence D-2.2.1.(2) under the conditions and using the methods described in Subsection D-1.7. D-2.2.5. Concrete Cover

[1] 1) In prestressed concrete slab construction, the concrete cover over an individual tendon shall be the minimum thickness of concrete between the surface of the tendon and the fire-exposed surface of the slab, except that for ungrouted ducts the assumed cover thickness shall be the minimum thickness of concrete between the surface of the duct and the bottom of the slab. For slabs in which several tendons are used, the cover is assumed to be the average of those of individual tendons, except that the cover for any individual tendon shall be not less than half of the value given in Table D-2.2.1.B. nor less than 20 mm.

[2] 2) Except as provided in Sentence (3), in post-tensioned prestressed concrete slabs, the concrete cover to the tendon at the anchor shall be not less than 15 mm greater than the minimum cover required by Sentence (1). The minimum concrete cover to the anchorage bearing plate and to the end of the tendon, if it projects beyond the bearing plate, shall be 20 mm.

[3] 3) The requirements of Sentence (2) do not apply to those portions of slabs not likely to be exposed to fire, such as the ends and tops.

D-2.2.6. Minimum Dimensions for Cover Minimum dimensions and cover to steel tendons of prestressed concrete beams shall conform to Subsection D-2.10.

D-2.3. Wood and Steel Framed Walls, Floors and Roofs D-2.3.1. Maximum Fire-Resistance Rating The fire-resistance rating of walls constructed of wood studs or light gauge steel studs, floors constructed of wood joists or open web steel joists, and roofs constructed of wood joists, pre-manufactured wood trusses or open web steel joists, can be determined for ratings up to 90 min from the information in Subsection D-2.3. D-2.3.2. Loadbearing Conditions

[1] 1) The ratings derived from the information in Subsection D-2.3. apply to both loadbearing and non-loadbearing wood framed walls, to non-loadbearing steel framed walls and to loadbearing floors and roofs.

[2] 2) Loadbearing conditions shall be as defined in , "". D-2.3.3. Limitations of Component Additive Method

(See Section D-6., Background Information.)

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[1] 1) The fire-resistance rating of a framed assembly depends primarily on the time during which the membrane on the fire-exposed side remains in place.

[2] 2) The assigned times in Sentences D-2.3.4.(2), (3) and (4) are not intended to be construed as the fire-resistance ratings of the individual components of an assembly. These assigned times are the individual contributions to the overall fire-resistance rating of the complete assembly.

[3] 3) Wallboard membranes are permitted to be installed in multiple layers only as listed in Table D-2.3.4.A. (double 12.7 mm Type X gypsum wallboard). D-2.3.4. Method of Calculation

[1] 1) The fire-resistance rating of a framed assembly may be calculated by adding the time assigned in Sentence (2) for the membrane on the fire-exposed side plus the time assigned in Sentence (3) for the framing members plus the time assigned in Sentence (4) for additional protective measures such as the inclusion of insulation or the reinforcement of a membrane.

[2] 2) The times which have been assigned to membranes on the fire-exposed side of the assembly, based on their ability to remain in place during fire tests, are listed in Tables D-2.3.4.A. and D-2.3.4.B. (This is not to be confused with the fire-resistance rating of the membrane, which also takes into account the rise in temperature on the unexposed side of the membrane. [See Sentence D-2.3.3.(2).])

Table [D-2.3.4.13.3.4.5.A] D-2.3.4.A. Time Assigned to Wallboard Membranes on Fire-Exposed Side

Description of Finish Time, min 11.0 mm Douglas Fir plywood phenolic bonded 10 (1)

14.0 mm Douglas Fir plywood phenolic bonded 15 (1)

12.7 mm Type X gypsum wallboard 25 15.9 mm Type X gypsum wallboard 40 Double 12.7 mm Type X gypsum wallboard 80 (2)

Notes to Table [D-2.3.4.13.3.4.5.A] D-2.3.4.A.:

(1) Non-loadbearing walls only, stud cavities filled with mineral wool conforming to , "", and having a mass of not less than 2 kg/m2, with no additional credit for insulation according to Table D-2.3.4.D.

(2) Applies to non-loadbearing steel framed walls only.

Table [D-2.3.4.13.3.4.5.B] D-2.3.4.B.

Time Assigned for Contribution of Lath and Plaster Protection on Fire-Exposed Side, min (1)

Type of Lath

Plaster

Thickness, mm

Type of Plaster Finish

Portland Cement and Sand (2) or Lime and Sand

Gypsum and Sand or Gypsum Wood Fibred

Gypsum and Perlite or

Gypsum and Vermiculite 9.5 mm

13 — 35 55 16 — 40 65

gypsum 19 — 50 80 (1) Metal

19 20 50 80 (1)

23 25 65 80 (1)

26 30 80 80 (1)

Notes to Table [D-2.3.4.13.3.4.5.B] D-2.3.4.B.:

(1) Values shown for these membranes have been limited to 80 min because the fire-resistance ratings of framed assemblies derived from these Tables shall not exceed 1.5 h.

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(2) For mixture of Portland cement-sand plaster, see Sentence D-1.7.2.(2).

[3] 3) When the membrane on the fire-exposed side of a framed assembly falls off, there is a brief period before structural failure occurs

during which the studs or joists are exposed directly to flame. Table D-2.3.4.C. lists the times which have been assigned to the framing members based on the time involved between failure of the membrane and collapse of the assembly.

Table [D-2.3.4.13.3.4.5.C] D-2.3.4.C. Time Assigned for Contribution of Wood or Light Steel Frame

Description of Frame Time Assigned to Frame, min Wood studs 400 mm o.c. maximum 20

Wood studs 600 mm o.c. maximum 15

Steel studs 400 mm o.c. maximum 10

Wood floor and wood roof joists 400 mm o.c. maximum 10

Open web steel joist floors and roofs with ceiling supports 400 mm o.c. maximum 10

Wood roof and wood floor truss assemblies 600 mm o.c. maximum 5

[4] 4) Preformed insulation of glass, rock or slag fibre provides additional protection to wood studs by shielding the studs from exposure to the fire and thus delaying the time of collapse. The use of reinforcement in the membrane exposed to fire also adds to the fire resistance by extending the time to failure. Table D-2.3.4.D. shows the time increments that may be added to the fire resistance if these features are incorporated in the assembly.

Table [D-2.3.4.13.3.4.5.D] D-2.3.4.D. Time Assigned for Additional Protection

Description of Additional Protection

Time Assigned,

min Add to the fire-resistance rating of wood stud walls, sheathed with gypsum wallboard or lath and plaster, if the spaces between the studs are filled with preformed insulation of rock or slag fibres conforming to , "", and with a mass of not less than 1.22 kg/m2 of wall surface (1)

15

Add to the fire-resistance rating of non-loadbearing wood stud walls, sheathed with gypsum wallboard or lath and plaster, if the spaces between the studs are filled with preformed insulation of glass fibres conforming to , "", and having a mass of not less than 0.6 kg/m 2 of wall surface

5

Add to the fire-resistance rating of plaster on gypsum lath ceilings if 0.76 mm diam wire mesh with 25 mm by 25 mm openings or 1.57 mm diam diagonal wire reinforcing at 250 mm o.c. is placed between lath and plaster

30

Add to the fire-resistance rating of plaster on gypsum lath ceilings if 76 mm wide metal lath strips are placed over joints between lath and plaster

10

Add to the fire-resistance rating of plaster on 9.5 mm thick gypsum lath ceilings (Table D-2.3.4.B.) if supports for lath are 300 mm o.c.

10

Note to Table [D-2.3.4.13.3.4.5.D] D-2.3.4.D.:

(1) There are no test data to justify the 15 min additional protection for preformed glass fibre insulation.

[5] 5) Cellulose fibre insulation conforming to , "", applied in conformance with , "", does not affect the fire-resistance rating of a steel

stud wall assembly, provided that it is sprayed to either face of the wall cavity.

D-2.3.5. Considerations for Various Types of Assemblies [1] 1) Interior vertical fire separations shall be rated for exposure to fire on each side, and a membrane shall be provided on both sides of

the assembly. In the calculation of the fire-resistance rating of such an assembly, however, no contribution to fire resistance can be assigned for a membrane on the non-fire-exposed side, since this membrane may fail when the structural members fail.

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[2] 2) When an exterior wall assembly is required to be rated from the interior side only, such wall assemblies shall have an outer membrane consisting of sheathing and exterior cladding with spaces between the studs filled with insulation conforming to , "", and having a mass of not less than 1.22 kg/m2 of wall surface.

[3] 3) In the case of a floor or roof, the standard test provides only for testing for fire exposure from below. Floor or roof assemblies of wood, light-gauge steel members or open-web steel joist framing shall have an upper membrane consisting of a subfloor and finish floor conforming to Table D-2.3.5. or any other membrane that has a contribution to fire resistance of not less than 15 min in Table D-2.3.4.A. For the purposes of this requirement, it is not necessary to comply with note (1) to Table D-2.3.4.A.

Table [D-2.3.5.13.3.4.6.] D-2.3.5. Flooring or Roofing Membranes for Wood, Cold Formed Steel Members or Open-Web Steel Joists

Type of Assembly

Structural Members

Subfloor or Roof Deck

Finish Flooring or Roofing

Floor

Wood or steel joists and wood trusses

12.5 mm plywood or 17 mm T & G softwood

Hardwood or softwood flooring on building paper

Resilient flooring, parquet floor, felted synthetic fibre floor coverings, carpeting, or ceramic tile on 8 mm thick panel-type underlay

Ceramic tile on 30 mm mortar bed

Steel joists

50 mm reinforced concrete or 50 mm concrete on metal lath or formed steel sheet, or 40 mm reinforced gypsum-fibre concrete on 12.7 mm gypsum wallboard

Finish flooring

Roof

Wood or steel joists and wood trusses

12.5 mm plywood or 17 mm T & G softwood

Finish roofing material with or without insulation

Steel joists 50 mm reinforced concrete or 50 mm concrete on metal lath or formed steel sheet, or 40 mm reinforced gypsum- fibre concrete on 12.7 mm gypsum wallboard

Finish roofing material with or without insulation

provided: [4] 4) Insulation used in the cavities of a wood floor assembly will not reduce the assigned fire-resistance rating of the assembly

a) the insulation is preformed of rock, slag or glass fibre conforming to , "", and having a mass of not more than 1.1 kg/m 2 and is installed

adjacent to the bottom edge of the framing member, directly above steel furring channels, b) the gypsum wallboard ceiling membrane is attached to

a) wood trusses in conformance with Sentence D-2.3.9.(2) by way of steel drywall furring channels spaced not more than 400 mm o.c., and the channels are secured to each bottom truss member with a double strand of 1.2 mm galvanized steel wire, or

b) wood joists by way of drywall or resilient steel furring channels spaced not more than 400 mm o.c. in conformance with Sentences D-2.3.9.(2) and (3), and

c) a steel furring channel is installed midway between each furring channel mentioned in Clause (b) to provide additional support for the insulation.

D-2.3.6. Framing Members [1] 1) The values shown in Tables D-2.3.4.A., D-2.3.4.B. and D-2.3.12. apply to membranes supported on framing members installed in

their conventional orientation and spaced in conformance with Table D-2.3.4.C. [2] 2) Wood studs and wood roof and floor framing members are assumed to be not less than 38 mm by 89 mm. Wood trusses are

assumed to consist of wood chord and web framing members and connector plates fabricated from not less than 1 mm thick galvanized steel with projecting teeth not less than 8 mm long. Dimensions for dressed lumber are given in , "".

[3] 3) The allowable spans for wood joists listed in Part 9 of Division B of this Code are provided for floors supporting specific occupancies.

[4] 4) Except as otherwise required in this Appendix, metal studs shall be of galvanized steel not less than 0.5 mm thick, not less than 63 mm wide and with a flange width of not less than 31 mm.

[5] 5) Metal studs in walls required to have a fire-resistance rating shall be installed with not less than 12 mm clearance between the top of the stud and the top of the runner to allow for expansion in the event of fire. Where attachment of the studs is necessary for alignment purposes during erection, such attachment shall be made to the bottom runners only.

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[6] 6) Except as required in Sentence D-2.3.5.(4), resilient or drywall furring channels may be used to attach a gypsum wallboard ceiling membrane to a floor or roof assembly. The channels must be of galvanized steel not less than 0.5 mm thick, placed at a spacing of not more than 600 mm o.c. perpendicular to the framing members, with an overlap of not less than 100 mm at splices and a minimum end clearance between the channels and walls of 15 mm.

D-2.3.7. Plaster Finish The thickness of plaster finish shall be measured from the face of gypsum or metal lath. D-2.3.8. Edge Support for Wallboard Gypsum wallboard installed over framing or furring shall be installed so that all edges are supported, except that 15.9 mm Type X gypsum wallboard may be installed horizontally with the horizontal joints unsupported when framing members are at 400 mm o.c. maximum.

D-2.3.9. Membrane Fastening [1] 1) Except as provided in Sentences (2) to (6), the application of lath and plaster finish shall conform to , "", and gypsum wallboard

finish shall conform to , "". [2] 2) Where a membrane referred to in Tables D-2.3.4.A., D-2.3.4.B. and D-2.3.12. is applied to steel framing or furring, fasteners shall

penetrate not less than 10 mm through the metal. [3] 3) Except as provided in Sentences (4) and (5) where a membrane referred to in Tables D-2.3.4.A., D-2.3.4.B. and D-2.3.12. is

applied to wood framing or furring, minimum fastener penetrations into wood members shall conform to Table D-2.3.9. for the time assigned to the membrane.

Table [D-2.3.9.13.3.4.10.] D-2.3.9. Minimum Fastener Penetrations for Membrane Protection on Wood Frame, mm

Type of Membrane Assigned Contribution of Membrane to Fire Resistance (1) , min

5 – 25 30 – 35 40 50 55 – 70 80 Single layer 20 29 32 — — — Double layer 20 20 20 29 35 44 Gypsum lath 20 20 23 23 29 29

Note to Table [D-2.3.9.13.3.4.10.] D-2.3.9.:

(1) Assigned contributions of membranes to fire resistance are determined in Tables D-2.3.4.A., D-2.3.4.B. and D-2.3.12.

[4] 4) Where a membrane is applied in 2 layers, the fastener penetrations described in Table D-2.3.9. shall apply to the base layer. Fasteners for the face layer shall penetrate not less than 20 mm into wood supports.

[5] 5) Where adhesives are used to attach the face layer of gypsum wallboard in a double layer application for walls, the top and bottom of the face layer shall be secured to the supports by mechanical fasteners having lengths as required in Sentences (2) and (4) and spaced not more than 150 mm o.c. for wood supports and not more than 200 mm o.c. for steel supports.

[6] 6) In a double layer application of gypsum wallboard on wood supports, fastener spacing shall conform to , "".

D-2.3.10. Ceiling Membrane Openings – Combustible Construction [1] 1) Except as permitted in Article D-2.3.12., where a floor or roof assembly of combustible construction is assigned a fire-resistance

rating on the basis of Subsection D-2.3. and incorporates a ceiling membrane described in Table D-2.3.4.A. or D-2.3.4.B., the ceiling membrane may be penetrated by openings leading to ducts within concealed spaces above the membrane provided:

a) the assembly is not required to have a fire-resistance rating in excess of 1 h,

b) the area of any openings does not exceed 930 cm2 (see Sentence (2)), c) the aggregate area of openings does not exceed 1% of the ceiling area of the fire compartment, d) the depth of the concealed space above the ceiling is not less than 230 mm, e) no dimension of any opening exceeds 310 mm, f) supports are provided for openings with any dimension exceeding 150 mm where framing members are spaced greater than 400 mm

o.c., g) individual openings are spaced not less than 2 m apart, h) the ducts above the membrane are sheet steel and are supported by steel strapping firmly attached to the framing members, and i) the clearance between the top surface of the membrane and the bottom surface of the ducts is not less than 100 mm.

[2] 2) Where an individual opening permitted in Sentence (1) exceeds 130 cm2 in area, it shall be protected by a) a fire stop flap conforming to Subsection D-5.3., or b) thermal protection above the duct consisting of the same materials as used for the ceiling membrane, mechanically fastened to the

ductwork and extending 200 mm beyond the opening on all sides (see Article D-2.3.10.).

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Figure [D-2.3.10.] D-2.3.10. Thermal protection above a duct

D-2.3.11. Ceiling Membrane Openings – Noncombustible Construction [1] 1) Except as permitted in Article D-2.3.12., where a floor or roof assembly of noncombustible construction is assigned a fire-

resistance rating on the basis of Subsection D-2.3. and incorporates a ceiling membrane described in Table D-2.3.4.A. or D-2.3.4.B., the ceiling membrane may be penetrated by openings leading to ducts located within concealed spaces provided:

a) the area of any opening does not exceed 930 cm2 (see Sentence (2)), b) the aggregate area of openings does not exceed 2% of the ceiling area of the fire compartment, c) no dimension of any opening exceeds 400 mm, d) individual openings are spaced not less than 2 m apart, e) openings are located not less than 200 mm from major structural members such as beams, columns or joists, f) the ducts above the membrane are sheet steel and are supported by steel strapping firmly attached to the framing members, and g) the clearance between the top surface of the membrane and the bottom surface of the duct is not less than 100 mm.

[2] 2) Where an individual opening permitted in Sentence (1) exceeds 130 cm2 in area, it shall be protected by a) a fire stop flap conforming to Subsection D-5.3., or b) thermal protection above the duct consisting of the same materials as used for the ceiling membrane, mechanically fastened to the

ductwork and extending 200 mm beyond the opening on all sides (see Article D-2.3.10.).

D-2.3.12. Ceiling Membrane Rating Where the fire-resistance rating of a ceiling assembly is to be determined on the basis of the membrane only and not of the complete assembly, the ratings may be determined from Table D-2.3.12., provided no openings are located within the ceiling membrane.

Table [D-2.3.12.13.3.4.13.] D-2.3.12. Fire-Resistance Rating for Ceiling Membranes

Description of Membrane Fire-Resistance Rating, min 15.9 mm Type X gypsum wallboard with ≥ 75 mm mineral wool batt insulation above wallboard 30 19 mm gypsum-sand plaster on metal lath 30 Double 14.0 mm Douglas Fir plywood phenolic bonded 30 Double 12.7 mm Type X gypsum wallboard 45

25 mm gypsum-sand plaster on metal lath 45

Double 15.9 mm Type X gypsum wallboard 60

32 mm gypsum-sand plaster on metal lath 60

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D-2.3.13. Beams [1] 1) Where a beam is included with an open-web steel joist or similar construction and is protected by the same continuous ceiling, the

beam is assumed to have a fire-resistance rating equal to that assigned to the rest of the assembly. [2] 2) The ratings in this Appendix assume that the construction to which the beam is related is a normal one and does not carry unusual

loads from the floor or slab above. D-2.3.14. Wired Glass Assembly Support

[1] 1) Openings in a vertical fire separation having a fire-resistance rating of not more than 1 h are allowed to be protected by wired glass assemblies, provided the wired glass is

a) not less than 6 mm thick; b) reinforced by a steel wire mesh in the form of diamonds, squares or hexagons having dimensions of

a) approximately 25 mm across the flats, using wire of not less than 0.45 mm diam, or b) approximately 13 mm across the flats, using wire of not less than 0.40 mm diam, the wire to be centrally embedded

during manufacture and welded or intertwined at each intersection; c) set in fixed steel frames with metal not less than 1.35 mm thick and providing a glazing stop of not less than 20 mm on each side of the

glass; and d) limited in area so that

a) individual panes are not more than 0.84 m2, with neither height nor width more than 1.4 m, and

b) the area not structurally supported by mullions is not more than 7.5 m2. [2] 2) It is intended that the structural mullions referred to in Subclause (1)(d)(ii) will not distort or be displaced to the extent that there

would be a failure of the wired glass closure during the period for which a closure in the fire separation would be expected to function. Hollow structural steel tubing not less than 100 mm square filled with a Portland cement-based grout will satisfy the intent of the Subclause.

D-2.4. Solid Wood Walls, Floors and Roofs D-2.4.1. Minimum Thickness The minimum thickness of solid wood walls, floors and roofs for fire-resistance ratings from 30 min to 1.5 h is shown in Table D-2.4.1.

Table [D-2.4.1.13.3.5.2.] D-2.4.1. Minimum Thickness of Solid Wood Walls, Roofs and Floors, mm (1) (2)

Type of Construction Fire-Resistance Rating

30 min 45 min 1 h 1.5 h

Solid wood floor with building paper and finish flooring on top (3) 89 114 165 235

Solid wood, splined or tongued and grooved floor with building paper and finish flooring on top (4) 64 76 — —

Solid wood walls of loadbearing vertical plank (3) 89 114 140 184

Solid wood walls of non-loadbearing horizontal plank (3) 89 89 89 140

Notes to Table [D-2.4.1.13.3.5.2.] D-2.4.1.:

(1) See , "", for sizes.

(2) The fire-resistance ratings and minimum dimensions for floors also apply to solid wood roof decks of comparable thickness with finish roofing material.

(3) The assembly shall consist of 38 mm thick members on edge fastened together with 101 mm common wire nails spaced not more than 400 mm o.c. and staggered in the direction of the grain.

(4) The floor shall consist of 64 mm by 184 mm wide planks either tongued and grooved or with 19 mm by 38 mm splines set in grooves and fastened together with 88 mm common nails spaced not more than 400 mm o.c.

D-2.4.2. Increased Fire-Resistance Rating [1] 1) The fire-resistance rating of the assemblies described in Table D-2.4.1. may be increased by 15 min if one of the following

finishes is applied on the fire-exposed side: a) 12.7 mm thick gypsum wallboard, b) 20 mm thick gypsum-sand plaster on metal lath, or c) 13 mm thick gypsum-sand plaster on 9.5 mm gypsum lath. [2] 2) Fastening of the plaster to the wood structure shall conform to Subsection D-2.3.

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D-2.4.3. Supplementary Ratings Supplementary ratings based on tests are included in Table D-2.4.3. The ratings given shall apply to constructions that conform in all details with the descriptions given.

Table [D-2.4.3.13.3.5.4.] D-2.4.3. Fire-Resistance Rating of Non-Loadbearing Built-up Solid Wood Partitions (1)

Construction Details Actual Overall

Thickness, mm

Fire-

Resistance Rating

Solid panels of wood boards 64 mm to 140 mm wide grooved and joined with wood splines, nailed 58 30 min together, boards placed vertically with staggered joints, 3 boards thick

Solid panels with 4 mm plywood facings (2) glued to 46 mm solid wood core of glued, tongued and 54 1 h grooved construction for both sides and ends of core pieces with tongued and grooved rails in the core about 760 mm apart

Notes to Table [D-2.4.3.13.3.5.4.] D-2.4.3.:

(1) The ratings and notes are taken from “Fire Resistance Classifications of Building Constructions,” Building Materials and Structures Report BMS 92, National Bureau of Standards, Washington, 1942.

(2) Ratings for plywood faced panel are based on phenolic resin glue being used for gluing facings to wood frames. If other types of glue are used for this purpose, the ratings apply if the facings are nailed to the frames in addition to being glued.

D-2.5. Solid Plaster Partitions D-2.5.1. Minimum Thickness The minimum thickness of solid plaster partitions for fire-resistance ratings from 30 min to 4 h is shown in Table D-2.5.1.

Table [D-2.5.1.13.3.6.2.] D-2.5.1. Minimum Thickness of Non-Loadbearing Solid Plaster Partitions, mm

Type of Plaster on Metal Lath (1)

Fire-Resistance Rating 30

min 45

min

1 h 1.5 h

2 h

3 h

4 h

Portland cement-sand (2) or Portland cement-lime-sand 50 (3) — — — — — —

Gypsum-sand 50 (3) 50 (3) 64 — — — —

Gypsum-vermiculite, gypsum-perlite, Portland cement-vermiculite or Portland cement-perlite 50 (3) 50 (3) 50 (3) 58 64 83 102

Notes to Table [D-2.5.1.13.3.6.2.] D-2.5.1.:

(1) Metal lath shall be expanded metal lath or welded woven wire fabric supported on 19 mm vertical light steel studs spaced not more than 600 mm o.c. Plaster shall be applied to both sides of the lath.


(3) , "", does not permit solid plaster partitions less than 50 mm thick.

D-2.6. Protected Steel Columns D-2.6.1. Minimum Thickness of Protective Covering The minimum thickness of protective covering to steel columns is shown in Tables D-2.6.1.A. to D-2.6.1.F. for fire-resistance ratings from 30 min to 4 h.

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Table [D-2.6.1.13.3.7.2.A] D-2.6.1.A. Minimum Thickness of Concrete or Masonry Protection to Steel Columns, mm

Description of Cover Fire-Resistance Rating

30 min 45 min 1 h 1.5 h 2 h 3 h 4 h Monolithic concrete

25

25

25

25

39

64

89 Type S concrete (1) (column spaces filled) (2) Type N or L concrete (1) (column spaces filled) (2) 25 25 25 25 32 50 77

Concrete masonry units (3) or precast reinforced concrete units

50

50

50

50

64

89

115 Type S concrete (column spaces not filled) Type N or L concrete (column spaces not filled) 50 50 50 50 50 77 102

Clay or shale brick (4) (column spaces filled) (2) 50 50 50 50 50 64 77

Clay or shale brick (4) (column spaces not filled) 50 50 50 50 50 77 102

Hollow clay tile (5) (column spaces filled) (2) 50 (6) 50 (6) 50 (6) 50 (6) (7) (7) (7)

Hollow clay tile (5) (column spaces not filled) 50 (6) 50 (6) 50 (6) — — — —


(1) Applies to cast-in-place concrete reinforced with 5.21 mm diam wire wrapped around column spirally 200 mm o.c., or 1.57 mm diam wire mesh with 100 mm by 100 mm openings.

(2) The space between the protective covering and the web or flange of the column shall be filled with concrete, cement mortar or a mixture of cement mortar and broken bricks.

(3) Concrete masonry shall be reinforced with 5.21 mm diam wire or wire mesh with 1.19 mm diam wire and 10 mm by 10 mm openings, laid in every second course.

(4) Brick cover 77 mm thick or less shall be reinforced with 2.34 mm diam wire or 1.19 mm diam wire mesh with 10 mm by 10 mm openings, laid in every second course.

(5) Hollow clay tiles and masonry mortar shall be reinforced with 1.19 mm diam wire mesh with 10 mm by 10 mm openings, laid in every horizontal joint and lapped at corners.

(6) Hollow clay tiles shall conform to , "".

(7) 50 mm nominal hollow clay tile, reinforced with 1.19 mm diam wire mesh with 10 mm by 10 mm openings laid in every horizontal joint and covered with 19 mm gypsum-sand plaster and with limestone concrete fill in column spaces, has a 4 h fire-resistance rating.

Table [D-2.6.1.13.3.7.2.B] D-2.6.1.B.

Minimum Thickness of Plaster Protection to Steel Columns, mm

Description Fire-Resistance Rating (1) (2)

30 min 45 min 1 h 1.5 h 2 h 3 h 4 h

Gypsum-sand plaster on 9.5 mm gypsum lath (3) 13 13 13 20 — — — Gypsum-perlite or vermiculite plaster on 9.5 mm gypsum lath (3) 13 13 13 20 25 — —

Gypsum perlite or vermiculite plaster on 12.7 mm gypsum lath (3) 13 13 13 20 25 32 50 Gypsum perlite or vermiculite plaster on double 12.7 mm gypsum lath (3) 13 13 13 20 25 25 32 Portland cement-sand plaster on metal lath (4) (5) 25 25 25 — — — —

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(1) Fire-resistance ratings of 30 min and 45 min apply to columns whose M/D ratio is 30 or greater. Fire-resistance ratings greater than 45 min apply to columns whose M/D ratio is greater than 60. Where the M/D ratio is between 30 and 60 and the required fire-resistance rating is greater than 45 min, the total thickness of protection specified in the Table shall be increased by 50%. (To determine M/D, refer to Article D-2.6.4.)

(2) Where the thickness of plaster over gypsum lath is 25 mm or more, wire mesh with 1.57 mm diam wire and openings not exceeding 50 mm by 50 mm shall be placed midway in the plaster.

(3) Lath held in place by 1.19 mm diam wire wrapped around lath 450 mm o.c.

(4) Expanded metal lath 1.36 kg/m 2 fastened to 9.5 mm by 19 mm steel channels held in vertical position around column by 1.19 mm diam wire ties.


Table [D-2.6.1.13.3.7.2.C] D-2.6.1.C.

Minimum Thickness of Gypsum-Sand Plaster on Metal Lath Protection to Steel Columns, mm

M/D (1) Fire-Resistance Rating

30 min 45 min 1 h 1.5 h 2 h 3 h 30 to 60 16 16 32 — — — over 60 to 90 16 16 16 32 — — over 90 to 120 16 16 16 25 39 — over 120 to 180 16 16 16 16 25 — over 180 16 16 16 16 25 39

Note to Table [D-2.6.1.13.3.7.2.C] D-2.6.1.C.:

(1) To determine the M/D ratio, refer to Article D-2.6.4.

Table [D-2.6.1.13.3.7.2.D] D-2.6.1.D.

Minimum Thickness of Gypsum-Perlite or Gypsum-Vermiculite Plaster on Metal Lath Protection to Steel Columns, mm

M/D (1) Fire-Resistance Rating

30 min 45 min 1 h 1.5 h 2 h 3 h 4 h 30 to 60 16 16 20 32 35 — —

over 60 to 90 16 16 16 20 26 35 45 over 90 to 120 16 16 16 16 26 35 45 over 120 to 180 16 16 16 16 20 32 35

over 180 16 16 16 16 16 26 35

Note to Table [D-2.6.1.13.3.7.2.D] D-2.6.1.D.:


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Table [D-2.6.1.13.3.7.2.E] D-2.6.1.E. Steel Columns with Sheet-Steel Membrane and Insulation as Shown in Figures D-2.6.1-A. and D-2.6.1-B.

Type of

Protection Steel

Thickness, (1)

mm

Fastening (2)

Insulation

Fire- Resistance

Rating

See Figure D-2.6.1.-

A 0.51 No. 8 sheet-metal screws 9.5 mm long,

200 mm o.c. 50 mm mineral wool batts (3) 45 min


B 0.64 Self-threading screws or No. 8 sheet-

metal screws, 600 mm o.c. 2 layers 12.7 mm gypsum wallboard 1.5 h


A 0.64 No. 8 sheet-metal screws, 9.5 mm long

200 mm o.c. 75 mm mineral wool batts, (3) 12.7 mm gypsum wallboard

2 h


B 0.76 Crimped joint or No. 8 sheet-metal

screws, 300 mm o.c. 2 layers 15.9 mm gypsum wallboard 2 h

Notes to Table [D-2.6.1.13.3.7.2.E] D-2.6.1.E.:

(1) Minimum thickness, galvanized or wiped-zinc-coated sheet-steel.

(2) Sheet-steel shall be securely fastened to the floor and superstructure, or where sheet-steel cover does not extend floor to floor, fire stopping shall be provided at the level where sheet-steel protection ends. In the latter case, an alternate type of fire protection shall be applied between the fire stopping and the superstructure.

(3) Conforming to , "", Type 1A, minimum density 30 kg/m3: column section and batts wrapped with 25 mm mesh chicken wire.

Table [D-2.6.1.13.3.7.2.F] D-2.6.1.F.

Minimum M/D Ratio for Steel Columns Covered with Type X Gypsum Wallboard Protection (1)

Minimum Thickness of Type X Gypsum Wallboard Protection, (2) mm

Fire-Resistance Rating 1 h 1.5 h 2 h 3 h

12.7 75 — — — 15.9 55 — — — 25.4 35 60 — — 28.6 35 50 — — 31.8 35 40 75 — 38.1 35 35 55 — 41.3 35 35 45 — 44.5 35 35 35 — 47.6 35 35 35 — 50.8 35 35 35 75 63.5 35 35 35 45

Notes to Table [D-2.6.1.13.3.7.2.F] D-2.6.1.F.:


(2) See Article D-2.6.5.

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Figure [D-2.6.1.13.3.7.2.-A] D-2.6.1.-A Column protected by sheet-steel membrane and mineral-wool insulation

Figure [D-2.6.1.13.3.7.2.-B] D-2.6.1.-B Column protected by sheet-steel membrane and gypsum wallboard

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D-2.6.2. Hollow Unit Masonry Columns For hollow-unit masonry column protection, the thickness shown in Tables D-2.6.1.A. to D-2.6.1.D. is the equivalent thickness as described in Subsection D-1.6.

D-2.6.3. Effect of Plaster The effect on fire-resistance ratings of the addition of plaster to masonry and monolithic concrete column protection is described in Subsection D-1.7. D-2.6.4. Determination of M/D Ratio

[1] 1) The ratio M/D to which reference is made in Tables D-2.6.1.B., D-2.6.1.C., D-2.6.1.D. and D-2.6.1.F. shall be found by dividing “M,” the mass of the column in kilograms per metre by “D,” the heated perimeter of the steel column section in metres.

[2] 2) The heated perimeter “D” of steel columns, shown as the dashed line in Figure D-2.6.4.-A, shall be equal to 2 (B+H) in Examples (1) and (2), and 3.14B in Example (3). In Figure D-2.6.4.-B, the heated perimeter “D” shall be equal to 2 (B+H).

Figure [D-2.6.4.13.3.7.5.-A] D-2.6.4.-A Example (1), standard or wide-flange beam; Example (2), hollow structural section (rectangular or square); Example (3), hollow structural section (round)

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Figure [D-2.6.4.13.3.7.5.-B] D-2.6.4.-B Columns protected by Type X gypsum wallboard without sheet-steel membrane

D-2.6.5. Attachment of Gypsum Wallboard [1] 1) Where Type X gypsum wallboard is used to protect a steel column without an outside sheet-steel membrane, the method of

wallboard attachment to the column shall be as shown in Figure D-2.6.4.-B and shall meet the construction details described in Sentences (2) to (7). [2] 2) The Type X gypsum wallboard shall be applied vertically without horizontal joints.

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[3] 3) The first layer of wallboard shall be attached to steel studs with screws spaced not more than 600 mm o.c. and other layers of wallboard shall be attached to steel studs and steel corner beads with screws spaced at a maximum of 300 mm o.c. Where a single layer of wallboard is used, attachment screws shall be spaced not more than 300 mm o.c.

[4] 4) Steel tie wires spaced at a maximum of 600 mm o.c. shall be used to secure the second last layer of wallboard in 3- and 4-layer systems.

[5] 5) Studs shall be fabricated of galvanized steel not less than 0.53 mm thick and not less than 41.3 mm wide, with legs not less than 33.3 mm long and shall be 12.7 mm less than the assembly height.

[6] 6) Corner beads shall a) be fabricated of galvanized steel that is not less than 0.41 mm thick, b) have legs not less than 31 mm long, c) be attached to the wallboard or stud with 25.4 mm screws spaced not more than 300 mm o.c., and d) have the attaching fasteners penetrate either another corner bead in multiple layer assemblies or the steel stud member. [7] 7) In a 4-layer system, metal angles shall be fabricated of galvanized steel and shall be not less than 0.46 mm thick with legs not less

than 51 mm long. D-2.6.6. Concrete Filled Hollow Steel Columns

[1] 1) A fire-resistance rating, R, is permitted to be assigned to concentrically loaded hollow steel columns that are filled with plain concrete, steel-fibre reinforced concrete or bar-reinforced concrete, that are fabricated and erected within the tolerances stipulated in , "", and that comply with Sentences (2) and (3), provided:

where

C = axial compressive force due to dead and live loads without load factors, kN,

Cmax

=

but shall not exceed

a) 1.0 for plain concrete filling (PC),

b) 1.1 for steel-fibre reinforced concrete filling (FC), and

c) 1.7 for bar-reinforced concrete filling (RC), where

= factored compressive resistance of the concrete core in accordance with , "",

where

a = constant obtained from Table D-2.6.6.A.,

= specified compressive strength of concrete in accordance with , "", MPa,

D = outside diameter of a round column or outside width of a square column, mm,

R = specified fire-resistance rating, min, and

KL = effective length of column as defined in , "", mm,

subject to the validity limits stated in Table D-2.6.6.B. [2] 2) A pair of steam vent holes shall be provided at each end of the hollow steel column and at each intermediate floor level, and the

holes shall be a) not less than 13 mm in diameter, b) located on opposite faces, 150 mm above or below a base plate, cap plate or concrete slab, c) orientated so that adjacent pairs are perpendicular, and d) not obstructed by other building elements. [3] 3) Load application and reaction shall be through end bearing in accordance with , "".

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Table [D-2.6.6.13.3.7.7.A] D-2.6.6.A. Values of Constant “a”

Filling Type Concrete Type (1)

Steel Reinforcement

Circular Columns

Square Columns

PC S n/a 0.070 0.060 FC S ≈ 2% 0.075 0.065 RC S 1.5%-3% 0.080 0.070 RC S 3%-5% 0.085 0.075 PC N n/a 0.080 0.070 FC N ≈ 2% 0.085 0.075 RC N 1.5%-3% 0.090 0.080 RC N 3%-5% 0.095 0.085

Note to Table [D-2.6.6.13.3.7.7.A] D-2.6.6.A.:

(1) See Subsection D-1.4., Types of Concrete.

Table [D-2.6.6.13.3.7.7.B] D-2.6.6.B.

Validity Limits

Parameter Type of Concrete Filling

PC FC RC (MPa) 20 to 40 20 to 55 20 to 55

D (round) (mm) 140 to 410 140 to 410 165 to 410 D (square) (mm) 140 to 305 102 to 305 175 to 305

Reinforcement (%) n/a ≈ 2% of the concrete mix by mass 1.5% to 5% of cross-sectional area (1) Concrete Cover (mm) n/a n/a ≥ 25

R (min) ≤ 120 ≤ 180 ≤ 180 KL (mm) 2 000 to 4 000 2 000 to 4 500 2 000 to 4 500 Class (2) 1, 2 or 3 1, 2 or 3 1, 2 or 3


(1) Limits on size, number and spacing of bars and ties in accordance with , "".

(2) Classification of sections in accordance with , "".

D-2.7. Individually Protected Steel Beams D-2.7.1. Minimum Thickness of Protective Covering The minimum thickness of protective covering on steel beams exposed to fire on 3 sides for fire-resistance ratings from 30 min to 4 h is shown in Table D-2.7.1.

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Table [D-2.7.1.13.3.8.2.] D-2.7.1. Minimum Thickness of Cover to Individual Protected Steel Beams, mm (1)

Description of Cover Fire-Resistance Rating

30 min 45 min 1 h 1.5 h 2 h 3 h 4 h

Type S concrete (2) (beam spaces filled solid) 25 25 25 25 32 50 64

Type N or L concrete (2) (beam spaces filled solid) 25 25 25 25 25 39 50

Gypsum-sand plaster on 9.5 mm gypsum lath (3) 13 13 13 20 — — —

Gypsum-perlite or vermiculite plaster on 9.5 mm gypsum lath (3) 13 13 13 13 25 — — Gypsum-perlite or gypsum-vermiculite on 12.7 mm gypsum lath (3) 13 13 13 20 25 39 50 Gypsum-perlite or vermiculite plaster on double 12.7 mm gypsum lath (3) 13 13 13 20 25 25 39

Portland cement-sand on metal lath (4) 23 23 23 — — — —

Gypsum-sand on metal lath (4) (plaster in contact with lower flange) 16 20 25 39 — — — Gypsum-sand on metal lath with air gap between plaster and lower flange (4) 16 16 16 25 25 — —

Gypsum-perlite or gypsum-vermiculite on metal lath (4) 16 16 16 23 23 35 48 (5)

Notes to Table [D-2.7.1.13.3.8.2.] D-2.7.1.:

(1) Where the thickness of plaster finish applied over gypsum lath is 26 mm or more, the plaster shall be reinforced with wire mesh with 1.57 mm diam wire and 50 mm by 50 mm openings placed midway in the plaster.

(2) Applies to cast-in-place concrete reinforced by 5.21 mm diam wire spaced 200 mm o.c. or 1.57 mm diam wire mesh with 100 mm by 100 mm openings.

(3) Lath held in place by 1.18 mm diam wire wrapped around the gypsum lath 450 mm o.c.

(4) Expanded metal lath 1.63 kg/m2 fastened to 9.5 mm by 19 mm steel channels held in position by 1.19 mm diam wire.

(5) Plaster finish shall be reinforced with wire mesh with 1.57 mm diam wire and 50 mm by 50 mm openings placed midway in the plaster.

D-2.7.2. Types of Concrete Concrete is referred to as Type S, N or L, depending on the nature of the aggregate used. This is described in Article D-1.4.1. D-2.7.3. Effect of Plaster The effect on fire-resistance ratings of the addition of plaster finish to concrete or masonry beam protection is described in Article D-1.7.1. D-2.7.4. Exceptions The fire resistance of protected steel beams depends on the means used to hold the protection in place. Because of the importance of this factor, no rating has been assigned in Table D-2.7.1. to masonry units used as protective cover to steel beams. These ratings, however, may be determined on the basis of comparison with column protection at the discretion of the authority having jurisdiction, if satisfactory means of fastening are provided. D-2.7.5. Beam Protected by a Membrane A steel beam or steel joist assembly that is entirely above a horizontal ceiling membrane will be protected from fire below the membrane and will resist structural collapse for a period equal to the fire-resistance rating determined in conformance with Subsection D-2.3. The support for this membrane shall be equivalent to that described in Subsection D-2.3. The rating on this basis shall not exceed 1.5 h.

D-2.8. Reinforced Concrete Columns D-2.8.1. Minimum Dimensions Minimum dimensions for reinforced concrete columns and minimum concrete cover for vertical steel reinforcement are obtained from Articles D-2.8.2. to D-2.8.5., taking into account the type of concrete, the effective length of the column and the area of the vertical reinforcement.

D-2.8.2. Method [1] 1) The minimum dimension, t, in millimetres, of a rectangular reinforced concrete column shall be equal to a) 75 f (R + 1) for all Types L and L40S concrete, b) 80 f (R + 1) for Type S concrete when the design condition of the concrete column is defined in the second and fourth columns of

Table D-2.8.2.,

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c) 80 f (R + 0.75) for Type N concrete when the design condition of the concrete column is defined in the second and fourth columns of Table D-2.8.2., and

d) 100 f (R + 1) for Types S and N concrete when the design condition of the concrete column is defined in the third column of Table D-2.8.2.

where

f = the value shown in Table D-2.8.2.,

R = the required fire-resistance rating in hours,

k = the effective length factor obtained from , "",

h = the unsupported length of the column in metres, and

p = the area of vertical reinforcement in the column as a percentage of the column area.

[2] 2) The diameter of a round column shall be not less than 1.2 times the value t determined in Sentence (1) for a rectangular column.

Table [D-2.8.2.13.3.9.3.] D-2.8.2. Values of Factor f (1)

Overdesign Factor (2)

Values of Factor f to be Used in Applying Article D-2.8.2.

Where kh is not more than 3.7 m Where kh is more than 3.7 m but not more than 7.3 m

t is not more than 300 mm, p is not more than 3% (3)

All other cases (4)

1.00 1.0 1.2 1.0 1.25 0.9 1.1 0.9 1.50 0.83 1.0 0.83

Notes to Table [D-2.8.2.13.3.9.3.] D-2.8.2.:

(1) For conditions that do not fall within the limits described in Table D-2.8.2., further information may be obtained from Reference (7) in Subsection D-6.1.

(2) Overdesign factor is the ratio of the calculated load carrying capacity of the column to the column strength required to carry the specified loads determined in conformance with , "".

(3) Where the factor f results in a t greater than 300 mm, the appropriate factor f for “All other cases” shall be applicable.

(4) Where p is equal to or less than 3% and the factor f results in a t less than 300 mm, the minimum thickness shall be 300 mm.

D-2.8.3. Minimum Thickness of Concrete Cover [1] 1) Where the required fire-resistance rating of a concrete column is 3 h or less, the minimum thickness in millimetres of concrete

cover over vertical steel reinforcement shall be equal to 25 times the number of hours of fire resistance required or 50 mm, whichever is less. [2] 2) Where the required fire-resistance rating of a concrete column is greater than 3 h, the minimum thickness in millimetres of

concrete cover over vertical steel reinforcement shall be equal to 50 plus 12.5 times the required number of hours of fire resistance in excess of 3 h. [3] 3) Where the concrete cover over vertical steel required in Sentence (2) exceeds 62.5 mm, wire mesh reinforcement with 1.57 mm

diameter wire and 100 mm openings shall be incorporated midway in the concrete cover to retain the concrete in position.

D-2.8.4. Minimum Requirements The structural design standards may require minimum column dimensions or concrete cover over vertical steel reinforcement differing from those obtained in Sentences D-2.8.2.(1) and D-2.8.2.(2). Where a difference occurs, the greater dimension shall govern.

D-2.8.5. Addition of Plaster The addition of plaster finish to the concrete column may be taken into account in determining the cover over vertical steel reinforcement by applying the multiplying factors described in Subsection D-1.7. The addition of plaster shall not, however, justify any decrease in the minimum column sizes shown. D-2.8.6. Built-in Columns The fire-resistance rating of a reinforced concrete column that is built into a masonry or concrete wall so that not more than one face may be exposed to the possibility of fire at one time may be determined on the basis of cover to vertical reinforcing steel alone. In order to meet this condition, the wall shall conform to Subsection D-2.1. for the fire-resistance rating required.

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D-2.9. Reinforced Concrete Beams D-2.9.1. Minimum Cover Thickness The minimum thickness of cover over principal steel reinforcement in reinforced concrete beams is shown in Table D-2.9.1. for fire-resistance ratings from 30 min to 4 h where the width of the beam or joist is at least 100 mm.

Table [D-2.9.1.13.3.10.2.] D-2.9.1. Minimum Cover to Principal Steel Reinforcement in Reinforced Concrete Beams, mm


30 min 45 min 1 h 1.5 h 2 h 3 h 4 h Type S, N or L 20 20 20 25 25 39 50

D-2.9.2. Maximum Rating No rating over 2 h may be assigned on the basis of Table D-2.9.1. to a beam or joist where the average width of the part that projects below the slab is less than 140 mm, and no rating over 3 h may be assigned where the average width of the part that projects below the slab is less than 165 mm. D-2.9.3. Beam Integrated in Floor or Roof Slab For the purposes of these ratings, a beam may be either independent of or integral with a floor or roof slab assembly. D-2.9.4. Minimum Thickness Where the upper extension or top flange of a joist or T-beam in a floor assembly contributes wholly or partly to the thickness of the slab above, the total thickness at any point shall be not less than the minimum thickness described in Table D-2.2.1.A. for the fire-resistance rating required. D-2.9.5. Effect of Plaster The addition of plaster finish to a reinforced concrete beam may be taken into account in determining the cover over principal reinforcing steel by applying the multiplying factors described in Subsection D-1.7.

D-2.10. Prestressed Concrete Beams D-2.10.1. Minimum Cross-Sectional Area and Thickness of Cover The minimum cross-sectional area and thickness of concrete cover over steel tendons in prestressed concrete beams for fire-resistance ratings from 30 min to 4 h are shown in Table D-2.10.1.

Table [D-2.10.1.13.3.11.2.] D-2.10.1. Minimum Thickness of Concrete Cover over Steel Tendons in Prestressed Concrete Beams, mm (1)

Type of Concrete

Area of Beam, cm2 Fire-Resistance Rating

30 min 45 min 1 h 1.5 h 2 h 3 h 4 h Type S or N

260 to 970 25 39 50 64 — — — Over 970 to 1 940 25 26 39 45 64 — —

Over 1 940 25 26 39 39 50 77 102 Type L Over 970 25 25 25 39 50 77 102

Note to Table [D-2.10.1.13.3.11.2.] D-2.10.1.:

(1) Where the thickness of concrete cover over the tendons exceeds 64 mm, a wire mesh reinforcement with 1.57 mm diam wire and 100 mm by 100 mm openings shall be incorporated in the beams to retain the concrete in position around the tendons. The mesh reinforcement shall be located midway in the cover.

D-2.10.2. Minimum Cover Thickness The cover for an individual tendon shall be the minimum thickness of concrete between the surface of the tendon and the fire-exposed surface of the beam, except that for ungrouted ducts the assumed cover thickness shall be the minimum thickness of concrete between the surface of the duct and the surface of the beam. For beams in which several tendons are used, the cover is assumed to be the average of the minimum cover of the individual tendons. The cover for any individual tendon shall be not less than half the value given in Table D-2.10.1. nor less than 25 mm.

D-2.10.3. Applicability of Ratings The ratings in Table D-2.10.1. apply to a beam that is either independent of or integral with a floor or roof slab assembly. Minimum thickness of slab and minimum cover to steel tendons in prestressed concrete slabs are contained in Subsection D-2.2. D-2.10.4. Effect of Plaster

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The addition of plaster finish to a prestressed concrete beam may be taken into account in determining the cover over steel tendons by applying the multiplying factors described in Subsection D-1.7. D-2.10.5. Minimum Cover

[1] 1) Except as provided in Sentence (2), in unbonded post-tensioned prestressed concrete beams, the concrete cover to the tendon at the anchor shall be not less than 15 mm greater than the minimum required away from the anchor. The concrete cover to the anchorage bearing plate and to the end of the tendon, if it projects beyond the bearing plate, shall be not less than 25 mm.

[2] 2) The requirements in Sentence (1) do not apply to those portions of beams not likely to be exposed to fire (such as the ends and the tops of flanges of beams immediately below slabs).

D-2.11. Glued-Laminated Timber Beams and Columns D-2.11.1. Applicability of Information The information in Subsection D-2.11. applies to glued-laminated timber beams and columns required to have fire-resistance ratings greater than those afforded under the provisions of Article 3.1.4.6. of this Code.

D-2.11.2. Method of Calculation [1] 1) The fire-resistance rating of glued-laminated timber beams and columns in minutes shall be equal to a) 0.1 fB [4 − 2(B/D)] for beams that may be exposed to fire on 4 sides, b) 0.1 fB [4 − (B/D)] for beams that may be exposed to fire on 3 sides, c) 0.1 fB [3 − (B/D)] for columns that may be exposed to fire on 4 sides, and d) 0.1 fB [3 − (B/2D)] for columns that may be exposed to fire on 3 sides,

where

f = the load factor shown in Figure D-2.11.2.-A,

B = the full dimension of the smaller side of a beam or column in millimetres before exposure to fire [see Figure D-2.11.2.-B],

D = the full dimension of the larger side of a beam or column in millimetres before exposure to fire [see Figure D-2.11.2.-B],

k = the effective length factor obtained from , "",

L = the unsupported length of a column in millimetres.

[2] 2) The factored resistance of a beam or column shall be determined by using the specified strengths in , "".

Figure [D-2.11.2.13.3.12.3.-A] D-2.11.2.-A Factors to compensate for partially loaded columns and beams

Note to Figure D-2.11.2.-A: (1) See D-2.11.2.(2).

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Figure [D-2.11.2.13.3.12.3.-B] D-2.11.2.-B Full dimensions of glued-laminated beams and columns

D-3. Flame-Spread Ratings and Smoke Developed Classifications D-3.1. Interior Finish Materials D-3.1.1. Scope of Information Tables D-3.1.1.A. and D-3.1.1.B. show flame-spread ratings and smoke developed classifications for combinations of some common interior finish materials. The values are based on all the evidence available at present. Many materials have not been included because of lack of test evidence or because of inability to classify or describe the material in generic terms for the purpose of assigning ratings.

Table [D-3.1.1.13.4.2.2.A] D-3.1.1.A. Assigned Flame-Spread Ratings and Smoke Developed Classifications for Combinations of Wall and Ceiling Finish Materials

and Surface Coatings (1)

Materials

Applicable Material Standard

Minimum

Thickness, mm

Surface Coating

Unfinished Paint or Varnish not more than 1.3 mm Thick, Cellulosic Wallpaper not more than One Layer (2) (3)

Brick, concrete, tile

Steel, copper, aluminum

Gypsum plaster

None

None

CSA

None

0.33

None

0/0

25/50

Gypsum wallboard

ASTM

9.5

25/50

25/50

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Materials

Applicable Material Standard

Minimum

Thickness, mm

Surface Coating

Unfinished Paint or Varnish not more than 1.3 mm Thick, Cellulosic Wallpaper not more than One Layer (2) (3)

Lumber None 16 150/300 150/300 Douglas Fir plywood (4)

Poplar plywood (4) Plywood with Spruce face veneer (4)

CSA

CSA

CSA

11

150/100

150/300

Douglas Fir plywood (4)

CSA 6 150/100 150/100

Fiberboard low density

11 X/100 150/100

Hardboard

Type 1

Standard

9

6

150/X

150/300

(5)

150/300 Particleboard ANSI 12.7 150/300 (5)

Waferboard, OSB CSA — (5) (5)

— (5) (5)


(1) See Sentence D-1.1.1.(5) for standards used to assign flame-spread ratings and smoke developed classifications.

(2) Flame-spread ratings and smoke developed classifications for paints and varnish are not applicable to shellac and lacquer.

(3) Flame-spread ratings and smoke developed classifications for paints apply only to alkyd and latex paints.

(4) The flame-spread ratings and smoke developed classifications shown are for those plywoods without a cellulose resin overlay.

(5) Insufficient test information available.

Table [D-3.1.1.13.4.2.2.B] D-3.1.1.B.

Flame-Spread Ratings and Smoke-Developed Classifications for Combinations of Common Floor Finish Materials and Surface Coatings (1)

Materials Applicable

Standard FSR/SDC (2)

Hardwood or softwood flooring either unfinished or finished with a spar or urethane varnish coating None 300/300 Wool carpet (woven), pile weight not less than 1120 g/m2, applied with or without felt underlay (3) 300/300 Nylon carpet, pile weight not less than 610 g/m2 and not more than 800 g/m 2, applied with or

without felt underlay (3)

300/500

Nylon carpet, pile weight not less than 610 g/m2 and not more than 1355 g/m 2, glued down to concrete

300/500

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Materials Applicable

Standard FSR/SDC (2)

Wool/nylon blend carpet (woven) with not more than 20% nylon and pile weight not less than 1120 g/m 2

300/500

Nylon/wool blend carpet (woven) with not more than 50% wool, pile weight not less than 610 g/m2

and not more than 800 g/m2

300/500

Polypropylene carpet, pile weight not less than 500 g/m2 and not more than 1200 g/m2, glued down to concrete

300/500


(1) Tested on the floor of the tunnel in conformance with provisions of , "".

(2) Flame-Spread Rating/Smoke Developed Classification.

(3) Type 1 or 2 underlay as described in , "".

D-3.1.2. Ratings The ratings shown in Tables D-3.1.1.A. and D-3.1.1.B. are arranged in groups corresponding to the provisions of this Code. The ratings apply to materials falling within the general categories indicated.

D-3.1.3. Table Entries In Tables D-3.1.1.A. and D-3.1.1.B., the first number of each entry relates to flame spread and the second number to smoke developed limit. For example: 25/50 represents a flame-spread rating of 0 to 25 and a smoke developed classification of 0 to 50, 150/300 represents a flame-spread rating of 75 to 150 and a smoke developed classification of 100 to 300, and X/X applied to walls and ceilings means a flame-spread rating over 150 and a smoke developed classification over 300. D-3.1.4. Effect of Surface Coatings Thin surface coatings can modify flame-spread characteristics either upward or downward. Table D-3.1.1.A. includes a number of thin coatings that increase the flame-spread rating of the base material, so that these may be considered where more precise control over flame spread hazard is desired.

D-3.1.5. Proprietary Materials [1] 1) Information on flame-spread rating of proprietary materials and fire-retardant treatments that cannot be described in sufficient

detail to ensure reproducibility is available through the listing and labelling services of Underwriters' Laboratories of Canada, Intertek Testing Services NA Ltd., or other recognized testing laboratory.

[2] 2) A summary of flame spread test results published prior to 1965 has been prepared by the Institute for Research in Construction of the National Research Council of Canada (see Item (1) in Subsection D-6.1., Fire Test Reports).

D-3.1.6. Limitations and Conditions [1] 1) The propagation of flame along a surface in the standard test involves some finite depth of the material or materials behind the

surface, and this involvement extends to the depth to which temperature variations are to be found during the course of the test; for many commonly used lining materials, such as wood, the depth involved is about 25 mm.

[2] 2) For all the combustible materials described in Table D-3.1.1.A., a minimum dimension is shown, and this represents the thickness of the test samples on which the rating has been based; when used in greater thicknesses than that shown, these materials may have a slightly lower flame- spread rating, and thinner specimens may have higher flame-spread ratings.

[3] 3) No rating has been included for foamed plastic materials because it is not possible at this time to identify these products with sufficient accuracy on a generic basis. Materials of this type that melt when exposed to the test flame generally show an increase in flame-spread rating as the thickness of the test specimen increases. D-3.1.7. Referenced Standards In Tables D-3.1.1.A. and D-3.1.1.B., the standards applicable to the materials described are noted because the ratings depend on conformance with these specifications.

D-4. Noncombustibility D-4.1. Test Method D-4.1.1. Determination of Noncombustibility

[1] 1) Noncombustibility is required of certain components of buildings by the provisions of this Code, which specifies noncombustibility by reference to , "".

[2] 2) The test to which reference is made in Sentence (1) is severe, and it may be assumed that any building material containing even a small proportion of combustibles will itself be classified as combustible. The specimen, 38 mm by 51 mm, is exposed to a temperature of 750°C in a small furnace. The essential criteria for noncombustibility are that the specimen does not flame or contribute to temperature rise.

D-4.2. Materials Classified as Combustible

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D-4.2.1. Combustible Materials Most materials from animal or vegetable sources will be classed as combustible by , "", and wood, wood fibreboard, paper, felt made from animal or vegetable fibres, cork, plastics, asphalt and pitch would therefore be classed as combustible. D-4.2.2. Composite Materials Materials that consist of combustible and noncombustible elements in combination will in many cases also be classed as combustible, unless the proportion of combustibles is very small. Some mineral wool insulations with combustible binder, cinder concrete, cement and wood chips and wood-fibred gypsum plaster would also be classed as combustible.

D-4.2.3. Effect of Chemical Additives The addition of a fire-retardant chemical is not sufficient to change a combustible product to a noncombustible product.

D-4.3. Materials Classified as Noncombustible D-4.3.1. Typical Examples Noncombustible materials include brick, ceramic tile, concrete made from Portland cement with noncombustible aggregate, asbestos cement, plaster made from gypsum with noncombustible aggregate, metals commonly used in buildings, glass, granite, sandstone, slate, limestone and marble.

D-5. Protection of Openings in Fire-Rated Assemblies D-5.1. Scope D-5.1.1. Installation Information

[1] 1) The information in Section D-5. specifies requirements for a) the installation of fire doors and fire dampers in gypsum-wallboard-protected stud wall assemblies, and b) fire stop flaps for installation in fire-rated membrane ceilings.

D-5.2. Installation of Fire Doors and Fire Dampers D-5.2.1. References

[1] 1) Fire doors and fire dampers in gypsum-wallboard-protected steel stud non-loadbearing walls required to have a fire-resistance rating shall be installed in conformance with Section 9.24. of this Code and the applicable requirements of , "".

[2] 2) Fire doors and fire dampers in gypsum-wallboard-protected wood stud walls required to have a fire-resistance rating shall be installed in conformance with Section 9.23. of this Code and the applicable requirements of , "".

D-5.3. Fire Stop Flaps D-5.3.1. Construction Requirements Fire stop flaps shall be constructed of steel not less than 1.5 mm thick, covered on both sides with painted asbestos paper not less than 1.6 mm thick and equipped with pins and hinges of corrosion-resistant material (see Article D-5.3.1.).

Figure [D-5.3.1.] D-5.3.1. Typical fire stop flaps

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D-5.3.2. Hold-open Devices Fire stop flaps shall be held open with fusible links conforming to , "", or other heat-activated devices having a temperature rating approximately 30°C above the maximum temperature that would exist in the system either with the system in operation or shut down.

D-6. Background Information D-6.1. Fire Test Reports Summaries of available fire test information have been published by the Institute for Research in Construction (formerly the Division of Building Research) as follows: (1) M. Galbreath, Flame Spread Performance of Common Building Materials. Technical Paper No. 170, Division of Building Research, National

Research Council Canada, Ottawa, April 1964. NRCC 7820. (2) M. Galbreath and W.W. Stanzak, Fire Endurance of Protected Steel Columns and Beams. Technical Paper No. 194, Division of Building Research,

National Research Council Canada, Ottawa, April 1965. NRCC 8379. (3) T.Z. Harmathy and W.W. Stanzak, Elevated-Temperature Tensile and Creep Properties of Some Structural and Prestressing Steels. American Society

for Testing and Materials, Special Technical Publication 464, 1970, p. 186 (DBR Research Paper No. 424) NRCC 11163. (4) T.Z. Harmathy, Thermal Performance of Concrete Masonry Walls in Fire. American Society for Testing and Materials, Special Technical Publication

464, 1970, p. 209 (DBR Research Paper No. 423) NRCC 11161. (5) L.W. Allen, Fire Endurance of Selected Non-Loadbearing Concrete Masonry Walls. DBR Fire Study No. 25, Division of Building Research,

National Research Council Canada, Ottawa, March 1970. NRCC 11275. (6) A. Rose, Comparison of Flame Spread Ratings by Radiant Panel, Tunnel Furnace, and Pittsburgh-Corning Apparatus. DBR Fire Study No. 22,

Division of Building Research, National Research Council Canada, Ottawa, June 1969. NRCC 10788. (7) T.T. Lie and D.E. Allen, Calculation of the Fire Resistance of Reinforced Concrete Columns. DBR Technical Paper No. 378, Division of Building

Research, National Research Council Canada, Ottawa, August 1972. NRCC 12797. (8) W.W. Stanzak, Column Covers: A Practical Application of Sheet Steel as a Protective Membrane. DBR Fire Study No. 27, Division of Building

Research, National Research Council Canada, Ottawa, February 1972. NRCC 12483. (9) W.W. Stanzak, Sheet Steel as a Protective Membrane for Steel Beams and Columns. DBR Fire Study No. 23, Division of Building Research,

National Research Council Canada, Ottawa, November 1969. NRCC 10865. (10) W.W. Stanzak and T.T. Lie, Fire Tests on Protected Steel Columns with Different Cross-Sections. DBR Fire Study No. 30, Division of Building

Research, National Research Council Canada, Ottawa, February 1973. NRCC 13072. (11) G. Williams-Leir and L.W. Allen, Prediction of Fire Endurance of Concrete Masonry Walls. DBR Technical Paper No. 399, Division of Building

Research, National Research Council Canada, Ottawa, November 1973. NRCC 13560.

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(12) G. Williams-Leir, Prediction of Fire Endurance of Concrete Slabs. DBR Technical Paper No. 398, Division of Building Research, National Research Council Canada, Ottawa, November 1973. NRCC 13559.

(13) A. Rose, Flammability of Fibreboard Interior Finish Materials. Building Research Note No. 68, Division of Building Research, National Research Council Canada, Ottawa, October 1969.

(14) L.W. Allen, Effect of Sand Replacement on the Fire Endurance of Lightweight Aggregate Masonry Units. DBR Fire Study No. 26, Division of Building Research, National Research Council Canada, Ottawa, September 1971. NRCC 12112.

(15) L.W. Allen, W.W. Stanzak and M. Galbreath, Fire Endurance Tests on Unit Masonry Walls with Gypsum Wallboard. DBR Fire Study No. 32, Division of Building Research, National Research Council Canada, Ottawa, February 1974, NRCC 13901.

(16) W.W. Stanzak and T.T. Lie, Fire Resistance of Unprotected Steel Columns. Journal of Structural Division, Proc., Am. Soc. Civ. Eng., Vol. 99, No. ST5 Proc. Paper 9719, May 1973 (DBR Research Paper No. 577) NRCC 13589.

(17) T.T. Lie and T.Z. Harmathy, Fire Endurance of Concrete-Protected Steel Columns. A.C.I. Journal, January 1974, Title No. 71-4 (DBR Technical Paper No. 597) NRCC 13876.

(18) T.T. Lie, A Method for Assessing the Fire Resistance of Laminated Timber Beams and Columns. Can. J. Civ. Eng., Vol. 4, No. 2, June 1977 (DBR Technical Paper No. 718) NRCC 15946.

(19) T.T. Lie, Calculation of the Fire Resistance of Composite Concrete Floor and Roof Slabs. Fire Technology, Vol. 14, No. 1, February 1978 (DBR Technical Paper No. 772) NRCC 16658.

D-6.2. Obsolete Materials and Assemblies Building materials, components and structural members and assemblies in buildings constructed before 1995 may have been assigned ratings based on earlier editions of the Supplement to the National Building Code of Canada or older reports of fire tests. To assist users in determining the ratings of these obsolete assemblies and structural members, the following list of reference documents has been prepared. Although some of these publications are out of print, reference copies are available at the Institute for Research in Construction, National Research Council Canada, Ottawa, Ont., K1A 0R6. (1) M. Galbreath, Fire Endurance of Unit Masonry Walls. Technical Paper No. 207, Division of Building Research, National Research Council Canada,

Ottawa, October 1965. NRCC 8740. (2) M. Galbreath, Fire Endurance of Light Framed and Miscellaneous Assemblies. Technical Paper No. 222, Division of Building Research, National

Research Council Canada, Ottawa, June 1966. NRCC 9085. (3) M. Galbreath, Fire Endurance of Concrete Assemblies. Technical Paper No. 235, Division of Building Research, National Research Council Canada,

Ottawa, November 1966. NRCC 9279. (4) Guideline on Fire Ratings of Archaic Materials and Assemblies. Rehabilitation Guideline #8, U.S. Department of Housing and Urban Development,

Germantown, Maryland 20767, October 1980. (5) T.Z. Harmathy, Fire Test of a Plank Wall Construction. Fire Study No. 2, Division of Building Research, National Research Council Canada, Ottawa,

July 1960. NRCC 5760. (6) T.Z. Harmathy, Fire Test of a Wood Partition. Fire Study No. 3, Division of Building Research, National Research Council Canada, Ottawa, October

1960. NRCC 5769.

D-6.3. Assessment of Archaic Assemblies Information in this document applies to new construction. Please refer to early editions of the Supplement to the National Building Code of Canada for the assessment or evaluation of assemblies that do not conform to the information in this edition of the National Building Code. As with other documents, this Code is revised according to the information presented to the standing committee responsible for its content, and with each update new material may be added and material that is not relevant may be deleted.

D-6.4. Development of the Component Additive Method The component additive method was developed based upon the following observations and conclusions drawn from published as well as unpublished test information. Study of the test data showed that structural failure preceded failure by other criteria (transmission of heat or hot gases) in most of the tests of loadbearing wood-framed assemblies. The major contributor to fire resistance was the membrane on the fire-exposed side. Fire tests of wood joist floors without protective ceilings resulted in structural failure between 8 and 10 min. Calculation of the time for wood joists to approach breaking stress, based upon the charring rate of natural woods, suggested a time of 10 min for structural failure. This time was subtracted from the fire-resistance test results of wood joist floors and the remainder considered to be the contribution of the membrane. The figures obtained for the contribution of membranes were then applied to the test results for open web steel joist floors and wood and steel stud walls and values of 20 min for the contribution of wood stud framing and 10 min for steel framing were derived. The fire-resistance rating has been limited to 1.5 h as this method of developing ratings for framed assemblies was new and untried. Although this is the subject of current review, no decision has been made to extend the ratings beyond 1.5 h. (1) M. Galbreath, G. C. Gosselin, and R. B. Chauhan, Historical Guide to Chapter 2 of the Supplement to the National Building Code of Canada,

Committee Paper FPR 1-3, Prepared for the Standing Committee on Fire Performance Ratings, May 1987. Example showing fire-resistance rating of a typical membrane assembly, calculated using the component additive method. 1 hour Gypsum Board/Wood Stud Interior Partition A 1 h fire-resistance rating is required for an interior wood framed partition, using 12.7 mm Type X gypsum wallboard.

a. Since gypsum wallboard is used (Sentence D-2.3.4.(2) and Table D-2.3.4.A.) time assigned to 12.7 mm Type X gypsum wallboard membrane on the fire-exposed side of the partition = 25 min

b. Time assigned to wood framing members at 400 mm o.c. (Sentence D-2.3.4.(3) and Table D-2.3.4.C.) = 20 min c. Time assigned to insulation, if the spaces between the studs are filled with preformed insulation of rock or slag fibres conforming to , "",

(Sentence D-2.3.4.(4) and Table D-2.3.4.D.) = 15 min d. Time assigned to the membrane on the non-fire-exposed side (Sentence D-2.3.5.(1)) = 0 min

Fire-resistance rating = 25 + 20 + 15 = 60 min

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Last modified:

2014-06-23 Page: 36/36


RATIONALE

Problem The current code requires fire stop flaps to meet out-of-date requirements referenced in Appendix D. Additionally, these current requirements are restrictive in that they are very prescriptive, making selection and acceptance of any fire stop flaps other than what is described difficult for code users.

Justification - Explanation Referencing an appropriate standard will permit designers and enforcement officials to incorporate fire stop flaps that conforms to the standard and not be limited to specific and restrictive construction requirements.

So any reference to Appendix D for fire stop flaps in Parts 3 and 9 of Division B of the NBC are replaced by a reference to the CAN/ULC-S112.2, "Standard Method of Fire Test of Ceiling Firestop Flap Assemblies." Consequently, Section D-5.3. Fire Stop Flaps of Division B of Appendix D is deleted.

Cost implications Products that meet the standard are available: so there should be no cost impact.

Enforcement implications The requested change can be enforced within the infrastructure available and should prove to be advantageous to enforcement officials.


[3.6.4.3.] 3.6.4.3. ([1] 1) [F02-OS1.2] [3.6.4.3.] 3.6.4.3. ([2] 2) [F03-OS1.2,OS1.3]

Intent 1: To limit the probability that a fire in a space below a ceiling membrane that forms part of a required fire-resistance rating of the ceiling assembly will spread into the plenum space through openings in the ceiling membrane, which could lead to the premature failure or collapse of the structure with the ceiling spaceof the assembly, which could lead to the further spread of fire to other parts of the building, which could lead to harm to persons.

Intent 2: To make Appendix D information a requirement with respect to the protection of openings through ceiling membranes.

[3.6.4.3.] 3.6.4.3. ([2] 2) [F03-OP1.2,OP1.3]

Intent 1: To limit the probability that a fire in a space below a ceiling membrane that forms part of a required fire-resistance rating of the ceiling assembly will spread into the plenum space through openings in the ceiling membrane, which could lead to the premature failure or collapse of the structure with the ceiling spaceof the assembly, which could lead to the further spread of fire to other parts of the building, which could lead to damage to the building.

Intent 2: To make Appendix D information a requirement with respect to the protection of openings through ceiling membranes.

[9.10.13.14.] 9.10.13.14. ([1] 1) [F03-OS1.3,OS1.2]

Intent 1: To limit the probability that fire will spread through openings in rated To limit the probability that a fire in a space below a ceiling membrane that forms part of a required fire-resistance rating of the ceiling assembly will spread into the plenum space through openings in the ceiling membranes, which could lead to the premature failure or collapse of the structure within the ceiling space, which could lead to the further spread of fire to other parts of the building, which could lead to harm to persons.

Intent 2: To make Appendix D, Fire Performance Ratings, mandatory with regard to the construction of fire stop flaps.

[9.10.13.14.] 9.10.13.14. ([1] 1) [F03-OP1.3,OP1.2]

Intent 1: To limit the probability that fire will spread through openings in rated To limit the probability that a fire in a space below a ceiling membrane that forms part of a required fire-resistance rating of the ceiling assembly will spread into the plenum space through openings in the ceiling membranes, which could lead to the premature failure or collapse of the structure within the ceiling space, which could lead to the further spread of fire to other parts of the building, which could lead to damage to the building.

Intent 2: To make Appendix D, Fire Performance Ratings, mandatory with regard to the construction of fire stop flaps.

N/A

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Committee: Use and Egress (2010-06.06.01) Last modified: 2014-06-06 Page: 1/8

Proposed Change 836 Code Reference(s): NBC10 Div.B 3.8.3.

NBC10 Div.B 3.8.1.5. NBC10 Div.B 3.8.3.7. NBC10 Div.B 3.8.3.13. NBC10 Div.B 3.8.3.14. NBC10 Div.B 3.8.3.16. NBC10 Div.B 3.8.3.17.

Subject: Accessibility Title: Cross-reference to CSA B651 in lieu of Section 3.8.3. of the NBC Description: This change proposes to use part of the design requirements of CSA B651, “Accessible design for the built environment,” as an alternative to Section 3.8.3. of the NBC.

PROPOSED CHANGE

[3.8.3.] 3.8.3. Design Standards

[3.8.3.1.] --- Design Standards [1] --) Buildings and parts thereof and facilities that are required to be barrier-free shall be designed in

accordance with

a) this Section, or

b) the provisions of CSA B651, “Accessible Design for the Built Environment,” listed in Table 3.8.3.1., in their entirety.

(See Appendix A.)

Table [3.8.3.1.] Barrier-free Design Provisions

Forming part of Sentence 3.8.3.1.(1)

Barrier-free Application Applicable Section 3.8. Requirements Applicable CSA B651 Provisions

Interior accessible routes 3.8.1.3. 4.3 and 5.1

Operating controls 3.8.1.5. 4.2

Signage 3.8.3.1. 4.5 and 9.4

Doors and doorways 3.8.3.3. 5.2

Ramps 3.8.3.4. 5.3 and 5.5

Drinking fountains 3.8.3.16. 6.1

Washroom facilities 3.8.3.8. to 3.8.3.12. 6.2 and 6.3

Bathing facilities 3.8.3.13. and 3.8.3.17. 6.5

Communication 3.8.3.7. and 3.8.3.15. 6.6

Counters 3.8.3.14. 6.7.1

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Spaces in seating areas 3.8.3.6. 6.7.2

Exterior accessible routes

3.8.3.2. and 3.8.3.4. 8.2.1 to 8.2.5 and 8.2.7

Passenger pickup areas

3.8.2.2.(3)

9.3

A-3.8.3.1.(1) Barrier-free Design Standards. Code users who opt to apply the CSA B651 provisions listed in Table 3.8.3.1. must do so without exception: they cannot randomly select and apply a mix of provisions from the NBC and that standard.

[3.8.3.2.] 3.8.3.1. Accessibility Signs

[3.8.3.3.] 3.8.3.2. Exterior Walks

[3.8.3.4.] 3.8.3.3. Doorways and Doors

[3.8.3.5.] 3.8.3.4. Ramps

[3.8.3.6.] 3.8.3.5. Passenger-elevating devices

[3.8.3.7.] 3.8.3.6. Spaces in Seating Area

[3.8.3.8.] 3.8.3.7. Assistive Listening Devices

[3.8.3.9.] 3.8.3.8. Water Closet Stalls

[3.8.3.10.] 3.8.3.9. Water Closets

[3.8.3.11.] 3.8.3.10. Urinals

[3.8.3.12.] 3.8.3.11. Lavatories

[3.8.3.13.] 3.8.3.12. Universal Toilet Rooms

[3.8.3.14.] 3.8.3.13. Showers

[3.8.3.15.] 3.8.3.14. Counters

[3.8.3.16.] 3.8.3.15. Shelves or Counters for Telephones

[3.8.3.17.] 3.8.3.16. Drinking Fountains

[3.8.3.18.] 3.8.3.17. Bathtubs

[3.8.1.5.] 3.8.1.5. Controls [1] --) Except as provided in Sentence 3.5.2.1.(3), controls for the operation of building services or safety

devices, including electrical switches, thermostats and intercom switches, that are intended to be operated by the occupant and are located in or adjacent to a barrier-free path of travel shall comply with Sentence (2).

[2] 1) Except as required by Sentence 3.5.2.1.(3) regarding elevators, cControls described in Sentence (1) for the operation of building services or safety devices, including electrical switches, thermostats and

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intercom switches, that are intended to be operated by the occupant and are located in or adjacent to a barrier-free path of travel shall be accessible to a person in a wheelchair, operable with one hand, and mounted between 400 mm and 1 200 mm above the floor.

[3.8.3.7.] 3.8.3.7. Assistive Listening Devices (See Appendix A.)

[1] --) In a building of assembly occupancy, all classrooms, auditoria, meeting rooms and theatres with an area of more than 100 m2 shall comply with Sentence (2).

[2] 1) Except as permitted by Sentence (2), rooms described in Sentence (1) in a building of assembly occupancy, all classrooms, auditoria, meeting rooms and theatres with an area of more than 100 m2

shall be equipped with an assistive listening system encompassing the entire seating area.

[3] 2) If the assistive listening system required by Sentence (1) is an induction loop system, only half the seating area in the room need be encompassed.

[3.8.3.13.] 3.8.3.13. Showers [1] --) Except within a suite of care occupancy or a suite of residential occupancy, where showers are

provided in a building, at least one shower stall in each group of showers shall comply with Sentence (2).

[2] 1) Showers required in Sentence (1)Except within a suite of care occupancy or a suite of residential occupancy, where showers are provided in a building, at least one shower stall in each group of showers shall be barrier-free and shall [a] a) be not less than 1 500 mm wide and 900 mm deep, [b] 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 (see Appendix A),

[c] c) have a slip-resistant floor surface, [d] d) have a bevelled threshold not more than 13 mm higher than the finished floor, [e] e) have a hinged seat that is not spring-loaded or a fixed seat, the seat being

[i] i) not less than 450 mm wide and 400 mm deep, [ii] ii) mounted approximately 450 mm above the floor, and

[iii] iii) designed to carry a minimum load of 1.3 kN, [f] f) have a horizontal grab bar conforming to Subclauses 3.8.3.8.(1)(d)(iv), (d)(v) and (d)(vi) that is

(see Appendix A) [i] i) not less than 900 mm long,

[ii] ii) mounted between 700 mm and 800 mm above the floor, and [iii] iii) located on the wall opposite the entrance to the shower so that not less than 300 mm of

its length is at one side of the seat, [g] g) have a pressure-equalizing or thermostatic-mixing valve controlled by a lever or other device

operable with a closed fist from the seated position, [h] h) have a hand-held shower head with not less than 1 500 mm of flexible hose located so that it can

be reached from the seated position and equipped with a holder so that it can operate as a fixed shower head, and

[i] i) have fully recessed soap holders that can be reached from the seated position.

[3.8.3.14.] 3.8.3.14. Counters [1] --) Every counter more than 2 m long at which the public is served shall comply with Sentence (2).

[2] 1) Every cCounters described in Sentence (1) more than 2 m long, at which the public is served, shall have at least one barrier-free section not less than 760 mm long centred over a knee space conforming to Sentence (3). (See Appendix A.) (See also A-3.8.2.1. in Appendix A.)

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[3] 2) A barrier-free counter surface shall be not more than 865 mm above the floor.

[4] 3) Except as permitted in Sentence (4), the knee space beneath a barrier-free counter intended to be used as a work surface shall be not less than [a] a) 760 mm wide, [b] b) 685 mm high, and [c] c) 485 mm deep.

[5] 4) A counter that is used in a cafeteria, or one that performs a similar function whereat movement takes place parallel to the counter, need not provide a knee space underneath it.

[3.8.3.16.] 3.8.3.16. Drinking Fountains [1] --) Where drinking fountains are provided, at least one shall comply with Sentence (2).

[2] 1) If dDrinking fountains referred to in Sentence (1) are provided, at least one shall be barrier-free and shall [a] a) have a spout located near the front of the unit not more than 915 mm above the floor, and [b] b) be equipped with controls that are easily operable from a wheelchair using one hand with a force

of not more than 22 N or be automatically operable.

[3.8.3.17.] 3.8.3.17. Bathtubs [1] --) Where a bathtub is installed in a suite of residential occupancy required to be barrier-free, it shall

comply with Sentence (2).

[2] 1) If a bBathtubs described in Sentence (1) is installed in a suite of residential occupancy required to be barrier-free, it shall [a] a) be located in a room complying with the dimensions stated in Sentence 3.8.3.12.(1), [b] b) conform to Article 3.7.2.9., and [c] c) be equipped with a hand-held shower head conforming to Clause 3.8.3.13.(1)(h) but with not

less than 1 800 mm of flexible hose.

RATIONALE

General information See the summary for subject Accessibility.

Problem CSA-B651 “Accessible design for the built environment” and National Building Code of Canada are two national documents that state design requirements on accessibility.

Some buildings are required to comply with both documents, which increases the burden on the designers, building owners as well as on those who verify building compliance. Furthermore, these two documents may differ in some areas, adding compliance difficulties.

Justification - Explanation The Task Group on Accessibility (TG) conducted an environmental scan of the Canadian and International accessibility standards. Upon completion of the review, the TG members identified that the technical requirements of the Canadian Standards Association document CSA-B651-12: Accessible design of the built environment, were of particular relevance to the task at hand. As an Internationally well-respected Canadian accessibility standard that is developed and maintained by a technical committee of accessibility experts, CSA-B651 offered a highly credible

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single source for appropriate accessibility requirements. It is also significant that for many years the Government of Canada has been using CSA-B651 as a mandatory accessibility standard for all federal building projects.

The TG liaised with the CSA-B651 technical committee, to work towards harmonization the accessibility requirements within the NBC and CSA-B651.

The TG felt that allowing the use of the CSA-B651 in lieu of the design requirements of Section 3.8. would provide a design alternative with an equivalent level of performance.

EDITORIAL

Articles 3.8.1.5., 3.8.3.7., 3.8.3.13., 3.8.3.14., 3.8.3.16., and 3.8.3.17. are editorial revised to take apart the application requirements from the design required.

Cost implications As this proposal is a design alternative there is no added cost. Furthermore, in some project, the cost may be reduced due to the a unique regulation.

Enforcement implications This proposal introduces a new standard on accessibility that regulators would need to be familiar with. However, provisions referenced from this Canadian standard does not introduce new concepts nor required special training.

Who is affected Designers, code consultants, building owners and building official.


-- (--) no attributions [3.8.3.2.] 3.8.3.1. ([1] 1) [F73-OA1] [3.8.3.2.] 3.8.3.1. ([2] 2) [F74-OA2] [3.8.3.2.] 3.8.3.1. ([3] 3) [F74-OA2] [3.8.3.2.] 3.8.3.1. ([4] 4) [F74-OA2] [3.8.3.3.] 3.8.3.2. ([1] 1) ([a] a) [F73-OA1] [3.8.3.3.] 3.8.3.2. ([1] 1) ([a] a) [F30-OS3.1] [3.8.3.3.] 3.8.3.2. ([1] 1) ([b] b) [F73-OA1] [3.8.3.3.] 3.8.3.2. ([1] 1) ([c] c) [3.8.3.4.] 3.8.3.3. ([1] 1) [F73-OA1] [3.8.3.4.] 3.8.3.3. ([2] 2) [F74-OA2] [3.8.3.4.] 3.8.3.3. ([3] 3) [F74-OA2] [3.8.3.4.] 3.8.3.3. ([3] 3) [F10-OS3.7] [3.8.3.4.] 3.8.3.3. ([4] 4) [F74-OA2] [3.8.3.4.] 3.8.3.3. ([4] 4) [F10-OS3.7] [3.8.3.4.] 3.8.3.3. ([5] 5) [F73-OA1] [3.8.3.4.] 3.8.3.3. ([6] 6) no attributions

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[3.8.3.4.] 3.8.3.3. ([7] 7) [F73-OA1] [3.8.3.4.] 3.8.3.3. ([8] 8) no attributions [3.8.3.4.] 3.8.3.3. ([9] 9) [F30-OS3.1] [3.8.3.4.] 3.8.3.3. ([9] 9) [F73-OA1] [3.8.3.4.] 3.8.3.3. ([9] 9) no attributions [3.8.3.4.] 3.8.3.3. ([10] 10) [F73-OA1] [3.8.3.4.] 3.8.3.3. ([11] 11) [F30-OS3.1] [3.8.3.4.] 3.8.3.3. ([11] 11) [F73-OA1] [3.8.3.4.] 3.8.3.3. ([12] 12) no attributions [3.8.3.4.] 3.8.3.3. ([13] 13) [F73-OA1] [3.8.3.5.] 3.8.3.4. ([1] 1) ([b] b) [F73-OA1] [3.8.3.5.] 3.8.3.4. ([1] 1) ([d] d) [F30-OS3.1] [3.8.3.5.] 3.8.3.4. ([1] 1) ([d] d) [3.8.3.5.] 3.8.3.4. ([1] 1) ([c] c) [F73-OA1] [3.8.3.5.] 3.8.3.4. ([1] 1) ([d] d) [F73-OA1] [3.8.3.5.] 3.8.3.4. ([1] 1) ([e] e) [3.8.3.5.] 3.8.3.4. ([1] 1) ([b] b) [F30-OS3.1] [3.8.3.5.] 3.8.3.4. ([1] 1) ([a] a) [3.8.3.5.] 3.8.3.4. ([1] 1) ([c] c) [F30-OS3.1] [3.8.3.5.] 3.8.3.4. ([2] 2) no attributions [3.8.3.5.] 3.8.3.4. ([3] 3) no attributions [3.8.3.6.] 3.8.3.5. ([1] 1) [F30-OS3.1] [F10-OS3.7] [3.8.3.7.] 3.8.3.6. ([1] 1) [F74-OA2] Applies to entire Sentence except for portion of Code text: “… without infringing on egress from any row of seating or any aisle requirements …” [3.8.3.7.] 3.8.3.6. ([1] 1) [F30-OS3.1] Applies to portion of Code text: “… level, or level with removable seats …” [3.8.3.7.] 3.8.3.6. ([1] 1) ([d] d) [F10-OS3.7] [3.8.3.8.] 3.8.3.7. ([1] 1) [F74-OA2] [3.8.3.8.] 3.8.3.7. ([1] 1) [F11-OS3.7] [3.8.3.8.] 3.8.3.7. ([2] 2) no attributions [3.8.3.9.] 3.8.3.8. ([1] 1) [F74-OA2] [3.8.3.9.] 3.8.3.8. ([1] 1) [F72-OH2.1] [3.8.3.9.] 3.8.3.8. ([1] 1) ([b] b)([i] i) [F74-OA2] [3.8.3.9.] 3.8.3.8. ([1] 1) ([d] d)([i] i) and ([d] d)([iii] iii) to ([d] d)([vi] vi) [F30,F20-OS3.1] [3.8.3.9.] 3.8.3.8. ([1] 1) ([e] e) [F30-OS3.1] Applies to portion of Code text: “… be equipped with a coat hook … projecting not more than 50 mm from the wall …” [3.8.3.9.] 3.8.3.8. ([1] 1) no attributions [3.8.3.10.] 3.8.3.9. ([1] 1) [F74-OA2] [3.8.3.10.] 3.8.3.9. ([1] 1) [F72-OH2.1] [3.8.3.11.] 3.8.3.10. ([1] 1) [F74-OA2] [3.8.3.11.] 3.8.3.10. ([1] 1) [F72-OH2.1] [3.8.3.11.] 3.8.3.10. ([2] 2) [F74-OA2] [3.8.3.11.] 3.8.3.10. ([2] 2) ([c] c) [F30-OS3.1] [3.8.3.11.] 3.8.3.10. ([2] 2) ([a] a) [3.8.3.12.] 3.8.3.11. ([1] 1) [F74-OA2] [3.8.3.12.] 3.8.3.11. ([1] 1) [F71-OH2.3] [3.8.3.12.] 3.8.3.11. ([1] 1) ([d] d) [F31-OS3.2] [3.8.3.12.] 3.8.3.11. ([2] 2) [F74-OA2] [3.8.3.13.] 3.8.3.12. ([1] 1) [F74-OA2] [3.8.3.13.] 3.8.3.12. ([1] 1) ([b] b) [F10-OS3.7] [3.8.3.13.] 3.8.3.12. ([1] 1) ([c] c) [3.8.3.13.] 3.8.3.12. ([1] 1) ([d] d) [3.8.3.13.] 3.8.3.12. ([1] 1) ([e] e)

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[3.8.3.13.] 3.8.3.12. ([1] 1) ([g] g) [F30-OS3.1] Applies to the requirement for a coat hook. [3.8.3.13.] 3.8.3.12. ([1] 1) ([g] g) [F74-OA2] Applies to the requirement for a shelf. [3.8.3.13.] 3.8.3.12. ([1] 1) [F72-OH2.1] [F71-OH2.3] [3.8.3.13.] 3.8.3.12. ([1] 1) ([b] b) [F74-OA2] Applies to portion of Code text: “… b) … a door capable of being locked from the inside …” [3.8.3.14.] 3.8.3.13. ([1] 1) [F74-OA2] [3.8.3.14.] 3.8.3.13. ([1] 1) ([c] c),([d] d) [F30-OS3.1] [3.8.3.14.] 3.8.3.13. ([1] 1) ([f] f) [F30-OS3.1] [3.8.3.14.] 3.8.3.13. ([1] 1) ([g] g) [F31-OS3.2] [3.8.3.15.] 3.8.3.14. ([1] 1) [F74-OA2] [3.8.3.15.] 3.8.3.14. ([1] 1) no attributions [3.8.3.15.] 3.8.3.14. ([2] 2) [F74-OA2] [3.8.3.15.] 3.8.3.14. ([3] 3) [F74-OA2] [3.8.3.15.] 3.8.3.14. ([4] 4) no attributions [3.8.3.16.] 3.8.3.15. ([1] 1) [F74-OA2] [3.8.3.16.] 3.8.3.15. ([2] 2) [F74-OA2] [3.8.3.16.] 3.8.3.15. ([3] 3) [F74-OA2] [3.8.3.17.] 3.8.3.16. ([1] 1) [F74-OA2] [3.8.3.18.] 3.8.3.17. ([1] 1) [F74-OA2] [3.8.3.18.] 3.8.3.17. ([1] 1) ([b] b) [3.8.3.18.] 3.8.3.17. ([1] 1) ([a] a) -- (--) no attributions [3.8.1.5.] 3.8.1.5. ([2] 1) [F74-OA2] [3.8.1.5.] 3.8.1.5. ([2] 1) [F10-OS3.7] -- (--) no attributions [3.8.3.7.] 3.8.3.7. ([2] 1) [F74-OA2] [3.8.3.7.] 3.8.3.7. ([2] 1) [F11-OS3.7] [3.8.3.7.] 3.8.3.7. ([3] 2) no attributions -- (--) no attributions [3.8.3.13.] 3.8.3.13. ([2] 1) [F74-OA2] [3.8.3.13.] 3.8.3.13. ([2] 1) ([c] c),([d] d) [F30-OS3.1] [3.8.3.13.] 3.8.3.13. ([2] 1) ([f] f) [F30-OS3.1] [3.8.3.13.] 3.8.3.13. ([2] 1) ([g] g) [F31-OS3.2] -- (--) no attributions [3.8.3.14.] 3.8.3.14. ([2] 1) [F74-OA2] [3.8.3.14.] 3.8.3.14. ([2] 1) no attributions [3.8.3.14.] 3.8.3.14. ([3] 2) [F74-OA2] [3.8.3.14.] 3.8.3.14. ([4] 3) [F74-OA2] [3.8.3.14.] 3.8.3.14. ([5] 4) no attributions -- (--) no attributions

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[3.8.3.16.] 3.8.3.16. ([2] 1) [F74-OA2] -- (--) no attributions [3.8.3.17.] 3.8.3.17. ([2] 1) [F74-OA2] [3.8.3.17.] 3.8.3.17. ([2] 1) ([b] b) [3.8.3.17.] 3.8.3.17. ([2] 1) ([a] a)

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Committee: Fire Protection (2010-7.8.3.) Last modified: 2014-06-25 Page: 1/8

Proposed Change 905 Code Reference(s): NBC10 Div.B 3.9.

NBC10 Div.B 3.3.5.9. Subject: Other — Fire Protection Title: Self-Service Storage Buildings Description: The proposed change creates a new Section in Part 3 that

states requirements for self-service storage buildings. Related Proposed Change(s):

PCF 389, PCF 906

PROPOSED CHANGE

[3.9.] -- Self-service Storage Buildings

[3.9.1.] -- General

[3.9.1.1.] --- Definition [1] --) For the purpose of this Section, the term “self-service storage building” shall mean a building

that is open to the public for the sole purpose of providing individual self-service storage units.

[3.9.1.2.] --- Application [1] --) This Section applies to self-service storage buildings that

[a] --) are not more than one storey in building height, [b] --) do not contain a basement or mezzanine, [c] --) are used for no purpose other than storage (see Appendix A), and [d] --) contain no other major occupancy.

[2] --) Where there is a conflict between the requirements of this Section and other requirements in Part 3, this Section shall govern.

[3] --) The requirements in Part 3 regarding occupant load shall not apply to self-service storage buildings.

[3.9.1.3.] --- Occupancy Classification [1] --) Self-service storage buildings shall be classified as Group F, Division 2 major occupancies. [3.9.2.] -- Building Fire Safety

[3.9.2.1.] --- Building Area [1] --) For the purpose of applying the requirements of Subsections 3.2.1. and 3.2.2. to self-service

storage buildings, building area shall mean

[a] --) the building area of each building, [b] --) the total of the building areas of all buildings as a group, or [c] --) the total of the building areas of any number or group of buildings. (See Appendix A.)

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[3.9.2.2.] --- Spatial Separation (See Appendix A.)

[1] --) Except as provided in Sentences (2) and (3), the requirements of Subsection 3.2.3. shall apply.

[2] --) Buildings within a group of self-service storage buildings need not comply with the spatial separation requirements of Subsection 3.2.3., provided the distance between each building is at least 6 m.

[3] --) Groups of self-service storage buildings need not comply with the spatial separation requirements of Subsection 3.2.3., provided the distance between each group is at least 9 m.

[3.9.3.] -- Floor Areas

[3.9.3.1.] --- Safety Requirements Within Floor Areas [1] --) Except as provided in Sentences (2) to (6), the requirements of Section 3.3. shall apply.

[2] --) Not more than one dwelling unit is permitted to be contained within one of the self-service storage buildings on a property.

[3] --) A dwelling unit referred to in Sentence (2) shall be separated from individual self-service storage units by a fire separation having a fire-resistance rating not less than 2 h.

[4] --) Where an office not more than 50 m² in area is adjacent to a dwelling unit referred to in Sentence (2), it shall be considered as part of the dwelling unit.

[5] --) Fire separations required by Sentences 3.3.1.1.(1) and 3.3.5.9.(1) need not be provided between individual self-service storage units.

[6] --) The floor area of self-service storage buildings shall be [a] --) subdivided into compartments not more than 500 m² in area by a fire separation having a fire-

resistance rating not less than 1 h, or [b] --) sprinklered. (See also Sentence 3.4.6.12.(2)-2015 (PCF 389) for the exemption applying to exit doors of individual

self-service storage units.)

[3.9.3.2.] --- Sanitary Facilities [1] --) Except as provided in Sentence 3.7.2.1.(1), two public washrooms, each containing a water closet and a

lavatory, shall be provided within one of the self-service storage buildings on the property. (See Appendix A.)

A-3.9.1.2.(1)(c) Storage of Flammable and Combustible Liquids. Refer to Subsection 4.2.12.-2015 of Division B of the NFC for requirements regarding the storage of flammable and combustible liquids in individual self-service storage units.

A-3.9.2.1.(1) Building Area of Self-service Storage Buildings. Sentence 3.9.2.1.(1) permits a group of self-service storage buildings to be treated as a single building when determining the applicable construction requirements in Subsection 3.2.2. This results in more stringent construction criteria for the individual buildings than would be required if their construction requirements were determined based on each building’s individual area.

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Figure [A-3.9.2.1.(1)] Building Area of Self-service Storage Buildings

A-3.9.2.2. Spatial Separation Between Self-service Storage Buildings. Where a group of self-service storage buildings is treated as a single building as permitted in Sentence 3.9.2.1.(1), buildings within the same group are exempted from the spatial separation requirements in Subsection 3.2.3. as long as a minimum distance of 6 m is provided between each of them. If the owner wants less distance between the buildings, the requirements of Subsection 3.2.3. must be applied. In addition, where there are multiple groups of buildings on a single property, each group must be separated from each other and other buildings by at least 9 m, without which the limiting distance calculated in Subsection 3.2.3. must be applied.

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Figure [A-3.9.2.2.] Spatial Separation Between Self-service Storage Buildings

A-3.9.3.2.(1) Sanitary Facilities. Properties with self-service storage buildings on them may have multiple buildings or one large building. Due to the low occupant load of these types of buildings, only one building on the property is required to have a pair of washrooms.

[3.3.5.9.] 3.3.5.9. Multiple Tenant Self Storage Warehouses [1] 1) Except as provided in Sentence 3.9.3.1.(5) or Uunless the building is sprinklered throughout, each

individual tenancy in a multiple tenant self storage warehouse classified as an industrial occupancy shall be separated from the remainder of the building by a fire separation having a fire-resistance rating not less than 45 min.

RATIONALE

Problem Some of the greatest issues pertaining to the construction of new storage facilities involve the issues of fire safety requirements and atypical interpretations to the local codes. Except for Ontario, Manitoba and Alberta, many locations have no building code specific to self-storages, and local planners attempt to apply the ‘most applicable’ code to the project.

The time required to review and apply various codes to a project can greatly lengthen a project approval time. Recent projects in BC have taken 12 months for the permit process which was largely caused by the circulation and interpretation of requirements pertaining to the building plans. This could have been avoided had self-storage specific code requirements been clear. In contrast the last two projects completed in Ontario took an average of 6

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months for approvals to be attained. The projects in each case were similar in size, design and features.

Today there are just over 3,300 facilities operating in Canada, providing over 65 million sq. ft. of rentable space. Each year the industry adds approximately 10 to 20 new facilities and more than 1,000,000 sq. ft. of rentable space into the Canadian marketplace.

Justification - Explanation By clearly defining the requirements for self-service storage buildings, it was felt that the applicable requirements can be harmonized throughout the provinces and territories and will simultaneously allow for a considerable reduction in approval times by the authorities having jurisdiction. This proposed change addresses self-service storage buildings that are

• one storey in building height with no basement and no mezzanine, and • where each individual suite is served by external access only.

These buildings are unique in terms of risk for occupants and fire risk. The NBC 2010 requirements are often unclear, unnecessarily stringent and offer limited-design options for these buildings. Section 3.10. of the OBC, which has been in place for 31 years and referenced in other Provinces, was the initial basis of the proposed changes.

Definition and classification The NBC is unclear whether self-service storage buildings should be classified as an F2 or F3 occupancy. The proposal clarifies that the building should be classified as a Group F, Division 2 occupancy. This is consistent with the OBC and the Alberta Standata.

Fire separation between rental spaces Rental spaces are considered as suites in accordance with the NBC. However, requiring fire separations between units would create ventilation issues of these spaces with no tangible benefit on the evacuation and safety of persons in these rarely occupied areas.

The proposal waives the requirement of fire protection between units, and adds compensatory measures similar to those stated in the OBC and Alberta Standata:

• The floor areas of the building shall be subdivided into areas not more than 500 m² by a fire separation having a fire-resistance rating not less than 1 h,

• Limitation of building height to one storey with no basement or mezzanine • No other major occupancy is allowed • No Group F, Division 1 occupancy is allowed • Limited storage quantity of flammable and combustible liquids as per NFC, and • Limitation of one dwelling unit on the property separated from the self-service storage use with a one-hour

fire separation. Spatial Separations The requirements for spatial separation (Subsection 3.2.3. of Division B of the NBC) between buildings within the same property are too stringent with no added safety benefit for occupants. The proposal is to reduce the spatial separation requirements based on the OBC and Alberta Standata with the following limitations and permissions:

• Limitation of building height to one storey with no basement or mezzanine • Limited storage quantity of flammable and combustible liquids (See PCF 906) • Permission that a group of buildings can be treated as a single building for determining the construction

requirements under Subsection 3.2.2. This results in more stringent construction criteria stated in 3.2.2. for the individual buildings than would be required if their construction requirements were determined on each building’s individual area.

Overhead doors Self-service storage units are usually accessible through overhead doors. However, the National Building Code does not currently allow such doors to serve as an exit door. A simultaneous proposed change (PCF 389) permits overhead doors to serve as an exit. It was felt that this was acceptable for self-service storage buildings because the

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exit serves one individual unit that is rarely occupied and when it is occupied, it is occupied only for short periods of time.

Washroom facilities Washroom facilities at self-service storage garages are often unheated and are occasionally used for short periods. The proposed change requires that two washrooms be accessible to the public, each containing a water closet and a lavatory, and be provided within one of the buildings on the property.

Cost implications These changes will have a negligible or positive cost implication since the applicable requirements pertaining to self-service storage buildings will be harmonized and clarified throughout the Code.

Enforcement implications The proposed changes can be regulated using available resources. No additional implications to enforcement.

Who is affected Architects, engineers, building owners, regulators


[3.9.1.1.] -- ([1] --) no attributions

[3.9.1.2.] -- ([1] --) no attributions [3.9.1.2.] -- ([2] --) no attributions [3.9.1.2.] -- ([3] --) no attributions [3.9.1.3.] -- ([1] --) no attributions [3.9.2.1.] -- ([1] --) no attributions [3.9.2.2.] -- ([1] --) no attributions [3.9.2.2.] -- ([2] --) no attributions [3.9.2.2.] -- ([3] --) [F12-OP3.1] [3.9.3.1.] -- ([1] --) no attributions [3.9.3.1.] -- ([2] --) [F02-OS1.2] [3.9.3.1.] -- ([3] --) [F03-OS1.2]

[3.9.3.1.] -- ([3] --) [F03-OP1.2] [3.9.3.1.] -- ([4] --) no attributions [3.9.3.1.] -- ([5] --) no attributions [3.9.3.1.] -- ([6] --) [F02-OP1.2] [3.9.3.2.] -- ([1] --) [F72-OH2.1] [3.9.3.2.] -- ([1] --) [F71-OH2.3] [3.3.5.9.] 3.3.5.9. ([1] 1) [F03-OS1.2] [3.3.5.9.] 3.3.5.9. ([1] 1) [F03-OP1.2]

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Committee: Earthquake Design (2010-07.09.3.15) Last modified: 2014-06-09 Page: 1/5

Proposed Change 756 Code Reference(s): NBC10 Div.B 4.1.8.1. Subject: Structures in Low Hazard Zones - Earthquake Title: Seismic Design in Low Hazard Zones Description: This PCF is intended to introduce a simple and easily applied methodology

to design for very low force levels in low hazard, low risk earthquake zones, and provide minimum levels of lateral strength and toughness in buildings and to remove the trigger exempting the application of the seismic design Subsection.

EXISTING PROVISION

4.1.8.1. Analysis 1) The deflections and specified loading due to earthquake motions shall be determined according to the

requirements in this Subsection, except that the requirements in this Subsection need not be considered in design if S(0.2), as defined in Sentence 4.1.8.4.(7), is less than or equal to 0.12.

PROPOSED CHANGE

[4.1.8.1.] 4.1.8.1. Analysis [1] 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 4.1.8.18.4.1.8.22.

[2] --) Where IEFsSa(0.2) and IEFsSa(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 (1115), where [a] --) IE 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] --) Fs is the site coefficient based on the average N60 or Su, 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 N60 > 50 or Su > 100 kPa,

[ii] --) 1.4 1.6 when 15 ≤ N60 ≤ 50 or 50 kPa ≤ Su ≤ 100 kPa, and [iii] --) 2.1 2.8 for all other cases, and

[c] --) Sa(T) is the 5% damped spectral response acceleration value for period T, determined in accordance with Subsection 1.1.3.

[3] --) The structure shall have a clearly defined [a] --) Seismic Force Resisting System (SFRS) 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] --) IE 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 CAN/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.

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[7] --) The minimum lateral earthquake design force, Vs, at the base of the structure in the direction under consideration shall be calculated as follows:

where

Sa(Ta) = value of Sa at Ta determined by linear interpolation between the value of Sa at 0.2 s, 0.5 s, and 1.0 s, and = Sa(0.2) for Ta ≤ 0.2 s,

Wt = sum of Wi over the height of the building, where Wi is defined in Article 4.1.8.2., and

Rs = 1.5 for structures complying with the non-earthquake design except Rs = 1.0 requirements in the CSA design standards listed in Section 4.3.,

=1.5 for SFRS designed to CAN/CSA-S136 and where the height above grade must be less than 15 m,

= 1.0 for structures where the storey strength is less than that in the storey above, and = 1.0 for an unreinforced masonry SFRS,

where

Ta = 0.085(hn)0.75 for steel moment frames,

= 0.075(hn)0.75 for concrete moment frames, = 0.1 N for other moment frames, = 0.025hn for braced frames, and

= 0.05(hn)0.75 for shear walls and other structures,

where

hn = height of the building as defined in Article 4.1.8.2.,

except that Vs shall not be less than FsSa(1.0)IEWt/Rs orand, in cases where Rs = 1.5, Vs need not be greater than FsSa(0.5)IEWt/Rs. where Rs=1.5.

[8] --) The total lateral earthquake design force, Vs, shall be distributed over the height of the building in accordance with the following formula:

where

Fx = force applied through the centre of mass at level x,

Wx, Wi portion of W that is located at or is assigned to level x or i respectively, and

hx, hi = height, in m, above the base of level x and level i as per Article 4.1.8.2.

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[9] --) Accidental torsional effects applied concurrently with Fx shall be considered by applying torsional moments about the vertical axis at each level for each of the following cases considered separately: [a] --) +0.1DnxFx, and

[b] --) –0.1DnxFx.

[10] --) Deflections obtained from a linear analysis shall [a] --) include the effects of torsion, and [b] --) be multiplied by Rs/IE to get realistic values of expected deflections.

[11] --) The deflections referred to in Sentence (9) shall be used to calculate the largest interstorey deflection, which shall not exceed and [a] --) 0.01hs for post-disaster buildings,

[b] --) 0.02hs for High importance buildings, and [c] --) 0.025hs for all other buildings, where hs is the interstorey height as defined in Article 4.1.8.2.

[12] --) When earthquake forces are calculated using Rs = 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, and struts and collectors in the diaphragm, [b] --) tie downs in wood or drywall shear walls, [c] --) connections and anchor bolts in steel- and wood-braced frames, [d] --) connections in precast concrete, and [e] --) connections in steel moment frames.

[13] --) Except as provided in Sentence (13), 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, Vsp, 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:

where Wp is the weight of a portion of a structure as defined in Article 4.1.8.2.

[14] --) The value of Vsp 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.

RATIONALE

Problem The structures in low hazard zones are more vulnerable to damage from earthquakes and pose risk to life safety considering that it is possible for a large earthquake to occur in such zones.

Justification - Explanation While previous versions of NBC did not require sesimic design in low zones, it was never meant to imply that earthquakes could not exist in these regions. Recent data from around the world indicates that no region is entirely free from earthquakes hazard and large earthquakes can occur in low and moderate seismic regions for example the recent earthquake in Christchurch, New Zealand occured in a region considered as a low risk seismic zone. In the absence of any requirements for seismic design, the structures in such regions are more vulnerable to damage from

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earthquakes and thus pose risk to life safety. The absence of requirements for seismic design in low hazard zones needs to be addressed.

Cost implications It is difficult to provide a definite estimate of the impact of the requirements under the proposed PCF on the overall cost considering the variations in size and complexity of buildings. The increase in overall cost is likely to be around 0.2% of the building cost for typical projects.

There will be no incremental geotechnical cost for investigations to determine Site Class as the information required is typically part of a site investigation report.


Who is affected Building Officials, consultants, contractors, building owners


[4.1.8.1.] 4.1.8.1. ([1] 1) no attributions [4.1.8.1.] -- ([2] --) no attributions [4.1.8.1.] -- ([2] --) (a) [F20-OS2.1] [4.1.8.1.] -- ([2] --) (a) [F20-OP2.1,OP2.3] [F22-OP2.4] [4.1.8.1.] -- ([2] --) (b) [F20-OS2.1] [4.1.8.1.] -- ([2] --) (b) [F20-OP2.1] [F22-OP2.4] [4.1.8.1.] -- ([2] --) no attributions [4.1.8.1.] -- ([3] --) [F20-OS2.1] [4.1.8.1.] -- ([3] --) [F20-OP2.1,OP2.4] [4.1.8.1.] -- ([4] --) [F20-OS2.1] [4.1.8.1.] -- ([4] --) [F20-OP2.1] [F22-OP2.4] [4.1.8.1.] -- ([5] --) [F20-OS2.1] [4.1.8.1.] -- ([5] --) [F20-OP2.1] [F22-OP2.4] [4.1.8.1.] -- ([6] --) [F20-OS2.1] [4.1.8.1.] -- ([6] --) [F20-OP2.1] [F22-OP2.4] [4.1.8.1.] -- ([7] --) [F20-OS2.1] [4.1.8.1.] -- ([7] --) [F20-OP2.1] [F22-OP2.4] [4.1.8.1.] -- ([8] --) [F20-OS2.1] [4.1.8.1.] -- ([8] --) [F20-OP2.1] [F22-OP2.4] [4.1.8.1.] -- ([9] --) [F20-OS2.1] [4.1.8.1.] -- ([9] --) [F20-OP2.1] [F22-OP2.4] [4.1.8.1.] -- ([10] --) [F20-OS2.1] [4.1.8.1.] -- ([10] --) [F20-OP2.1] [F22-OP2.4] [4.1.8.1.] -- ([12] --) [F20-OS2.1] [4.1.8.1.] -- ([12] --) [F20-OP2.1] [F22-OP2.4] [4.1.8.1.] -- ([13] --) [F20-OS2.1] [4.1.8.1.] -- ([13] --) [F20-OP2.3] [F22-OP2.3,OP2.4] [4.1.8.1.] -- ([15] --) no attributions Th

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Committee: Earthquake Design (2010-08 item 09.00) Last modified: 2014-06-19 Page: 1/23


NBC10 Div.B 4.1.8.4. NBC10 Div.B 4.1.8.18.

Subject: Earthquake Design — Site Properties Title: Revisions to Articles 4.1.8.2., 4.1.8.4. and 4.1.8.18. Description: This PCF captures changes to Articles 4.1.8.2., 4.1.8.4. and 4.1.8.11.

required as a result of an update to the seismic hazard model undertaken for NBC 2015.

EXISTING PROVISION

4.1.8.2. Notation 1) In this Subsection

Ar = response amplification factor to account for type of attachment of mechanical/electrical equipment, as defined in Sentence 4.1.8.18.(1),

Ax = 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),

Bx = ratio at level x used to determine torsional sensitivity, as defined in Sentence 4.1.8.11.(9),

B = maximum value of Bx, as defined in Sentence 4.1.8.11.(9),

Cp = seismic coefficient for mechanical/electrical equipment, as defined in Sentence 4.1.8.18.(1),

Dnx = plan dimension of the building at level x perpendicular to the direction of seismic loading being considered,

ex = distance measured perpendicular to the direction of earthquake loading between centre of mass and centre of rigidity at the level being considered (see Appendix A),

Fa = acceleration-based site coefficient, as defined in Sentence 4.1.8.4.(4),

Ft = portion of V to be concentrated at the top of the structure, as defined in Sentence 4.1.8.11.(6),

Fv = velocity-based site coefficient, as defined in Sentence 4.1.8.4.(4),

Fx = lateral force applied to level x, as defined in Sentence 4.1.8.11.(6),

hi, hn, = the height above the base (i = 0) to level i, n, or x respectively, where the base of the hx

structure is the level at which horizontal earthquake motions are considered to be imparted to the structure,

hs = interstorey height (hi - hi-1),

IE = earthquake importance factor of the structure, as described in Sentence 4.1.8.5.(1),

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J = numerical reduction coefficient for base overturning moment, as defined in Sentence 4.1.8.11.(5),

Jx = 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,

Mv = factor to account for higher mode effect on base shear, as defined in Sentence 4.1.8.11.(5),

Mx = 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,

60 = 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),

PI = plasticity index for clays,

Rd = 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.,

Ro = 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.,

Sp = 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),

Sa(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.,

su = average undrained shear strength in the top 30 m of soil,

T = period in seconds,

Ta = 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),

Tx = floor torque at level x, as defined in Sentence 4.1.8.11.(10),

V = lateral earthquake design force at the base of the structure, as determined by Article 4.1.8.11.,

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Vd = lateral earthquake design force at the base of the structure, as determined by Article 4.1.8.12.,

Ve = lateral earthquake elastic force at the base of the structure, as determined by Article 4.1.8.12.,

Ved = lateral earthquake design elastic force at the base of the structure, as determined by Article 4.1.8.12.,

Vp = lateral force on a part of the structure, as determined by Article 4.1.8.18.,

s = 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 (see Appendix A),

Wi, Wx = portion of W that is located at or is assigned to level i or x respectively,

Wp = weight of a part or portion of a structure, e.g., cladding, partitions and appendages,

δave = average displacement of the structure at level x, as defined in Sentence 4.1.8.11.(9), and

δmax = maximum displacement of the structure at level x, as defined in Sentence 4.1.8.11.(9).

A-4.1.8.2.(1) Notation. Definition of ex

Information on the calculation of torsional moments can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

Definition of W Information on the definition of dead load, W, can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

4.1.8.4. Site Properties 1) The peak ground acceleration (PGA) and the 5% damped spectral response acceleration values, Sa(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, and 2.0 s, shall be determined in accordance with Subsection 1.1.3. and are based on a 2% probability of exceedance in 50 years.

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Table 4.1.8.4.A. Site Classification for Seismic Site Response

Forming part of Sentences 4.1.8.4.(1) to (3)

Notes to Table 4.1.8.4.A.:

(1)

(2)

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 (see Appendix A).

If s has been measured in-situ, the Fa and Fv values derived from Tables 4.1.8.4.B. and 4.1.8.4.C. may be

multiplied by (1500/ s)½.

(3) 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, c. highly plastic clays (PI > 75) more than 8 m thick, and d. soft to medium stiff clays more than 30 m thick.

2) Site classifications for ground shall conform to Table 4.1.8.4.A. and shall be determined using s

except as provided in Sentence (3).

Site Class

Ground Profile Name

Average Properties in Top 30 m, as per Appendix A

Average Shear Wave

Velocity, s (m/s)

Average Standard Penetration Resistance,

60

Soil Undrained

Shear Strength, su

A Hard rock (1) (2)

s > 1500 n/a n/a

B Rock (1) 760 < s ≤ 1500 n/a n/a

C Very dense soil and soft rock

360 < s < 760 60 > 50 su > 100 kPa

D Stiff soil 180 < s < 360 15 ≤ 60 ≤ 50 50 kPa < su ≤ 100 kPa

E Soft soil s < 180 60 < 15 su < 50 kPa

Any profile with more than 3 m of soil with the following characteristics: • plasticity index: PI > 20 • moisture content: w ≥ 40%, and • undrained shear strength: su < 25 kPa

F Other soils (3) Site-specific evaluation required

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3) If average shear wave velocity, s, is not known, Site Class shall be determined from energy-corrected Average Standard Penetration Resistance, 60, or from soil average undrained shear strength, su, as noted in Table 4.1.8.4.A., 60 and su being calculated based on rational analysis. (See Appendix A.)

4) Acceleration- and velocity-based site coefficients, Fa and Fv, shall conform to Tables 4.1.8.4.B. and 4.1.8.4.C. using linear interpolation for intermediate values of Sa(0.2) and Sa(1.0).

Table 4.1.8.4.B.

Values of Fa as a Function of Site Class and Sa(0.2) Forming part of Sentence 4.1.8.4.(4)

Site Class Values of Fa

Sa(0.2) ≤ 0.25 Sa(0.2) = 0.50 Sa(0.2) = 0.75 Sa(0.2) = 1.00 Sa(0.2) ≥ 1.25

A

B

C

D

E

F

0.7

0.8

1.0

1.3

2.1

(1)

0.7

0.8

1.0

1.2

1.4

(1)

0.8

0.9

1.0

1.1

1.1

(1)

0.8

1.0

1.0

1.1

0.9

(1)

0.8

1.0

1.0

1.0

0.9

(1)

Note to Table 4.1.8.4.B.:

(1) See Sentence 4.1.8.4.(5).

Table 4.1.8.4.C.

Values of Fv as a Function of Site Class and Sa(1.0) Forming part of Sentence 4.1.8.4.(4)

Site Class Values of Fv

Sa(1.0) ≤ 0.1 Sa(1.0) = 0.2 Sa(1.0) = 0.3 Sa(1.0) = 0.4 Sa(1.0) ≥ 0.5

A

B

C

D

E

F

0.5

0.6

1.0

1.4

2.1

(1)

0.5

0.7

1.0

1.3

2.0

(1)

0.5

0.7

1.0

1.2

1.9

(1)

0.6

0.8

1.0

1.1

1.7

(1)

0.6

0.8

1.0

1.1

1.7

(1)

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Note to Table 4.1.8.4.C.:

(1) See Sentence 4.1.8.4.(5).

5) Site-specific evaluation is required to determine Fa and Fv for Site Class F. (See A-4.1.8.4.(3) and Table 4.1.8.4.A. in Appendix A.)

6) 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 Fa and Fv 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. (See A-4.1.8.4.(3) and Table 4.1.8.4.A. in Appendix A.)

7) The design spectral acceleration values of S(T) shall be determined as follows, using linear interpolation for intermediate values of T:

S(T) = FaSa(0.2) for T ≤ 0.2 s = FvSa(0.5) or FaSa(0.2), whichever is smaller for T = 0.5 s = FvSa(1.0) for T = 1.0 s = FvSa(2.0) for T = 2.0 s = FvSa(2.0)/2 for T ≥ 4.0 s

A-4.1.8.4.(3) and Table 4.1.8.4.A. Site Class. Information on Site Class can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

4.1.8.18. Elements of Structures, Non-structural Components and Equipment (See Appendix A.)

1) Except as provided in Sentences (2) and (8), 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 (10), and shall be designed for a lateral force, Vp, distributed according to the distribution of mass:

where

Fa = as defined in Table 4.1.8.4.B.,

Sa(0.2) = spectral response acceleration value at 0.2 s, as defined in Sentence 4.1.8.4.(1),

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IE = importance factor for the building, as defined in Article 4.1.8.5.,

Sp = CpArAx/Rp (the maximum value of Sp shall be taken as 4.0 and the minimum value of Sp shall be taken as 0.7), where

Cp = element or component factor from Table 4.1.8.18., Ar = element or component force amplification factor from Table 4.1.8.18., Ax = height factor (1 + 2 hx / hn), Rp = element or component response modification factor from Table 4.1.8.18., and

Wp = weight of the component or element.

2) For buildings other than post-disaster buildings, where IEFaSa(0.2) is less than 0.35, the requirements

of Sentence (1) need not apply to Categories 6 through 21 of Table 4.1.8.18.

3) The values of Cp in Sentence (1) shall conform to Table 4.1.8.18.

4) For the purpose of applying Sentence (1) and 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.

5) 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.

6) 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.

7) 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.

8) 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) Rp for non-ductile connections, such as adhesives or power-actuated fasteners, shall be taken as

1.0, c) Rp 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 Cp, Ar and Rp 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 Cp = 2.0, Rp = 1.0 and Ar given in Table 4.1.8.18., and

f) for the purpose of applying Clause (e), a ductile connection is one where the body of the connection is capable of dissipating energy through cyclic inelastic behaviour. Th

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Table 4.1.8.18. Elements of Structures and Non-structural Components and Equipment


Category Part or Portion of Building Cp Ar Rp

1 2 3 4 5 6

7

8

9

10

11

12 13 14 15

16

17

All exterior and interior walls except those in Category 2 or 3 (1)

Cantilever parapet and other cantilever walls except retaining walls (1)

Exterior and interior ornamentations and appendages (1)

Floors and roofs acting as diaphragms (2) Towers, chimneys, smokestacks and penthouses when connected to or forming part of a building Horizontally cantilevered floors, balconies, beams, etc.

Suspended ceilings, light fixtures and other attachments to ceilings with independent vertical support

Masonry veneer connections

Access floors

Masonry or concrete fences more than 1.8 m tall

Machinery, fixtures, equipment, ducts and tanks (including contents)

that are rigid and rigidly connected (3)

that are flexible or flexibly connected (3)

Machinery, fixtures, equipment, ducts and tanks (including contents) containing toxic or explosive materials, materials having a flash point below 38°C or firefighting fluids



Flat bottom tanks (including contents) attached directly to a floor at or below grade within a building 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 Pipes, ducts, cable trays (including contents)

Pipes, ducts (including contents) containing toxic or explosive materials

Electrical cable trays, bus ducts, conduits

1.00 1.00 1.00 -

1.00

1.00

1.00

1.00

1.00

1.00 1.00 1.00 1.50 1.50 0.70 1.00 1.00

1.50

1.00

1.00 2.50 2.50 -

2.50

1.00

1.00

1.00

1.00

1.00 1.00 2.50 1.00 2.50 1.00 1.00 1.00

1.00

2.50

2.50 2.50 2.50 -

2.50

2.50

2.50

1.50

2.50

2.50 1.25 2.50 1.25 2.50 2.50 2.50 3.00

3.00

5.00

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18 Rigid components with ductile material and connections 1.00 1.00 2.50 19 Rigid components with non-ductile material or connections 1.00 1.00 1.00 20 Flexible components with ductile material and connections 1.00 2.50 2.50 21 Flexible components with non-ductile material or connections 1.00 2.50 1.00

Notes to Table 4.1.8.18.:

(1) See Sentence 4.1.8.18.(8).

(2) See Sentence 4.1.8.18.(9).

(3) See Sentence 4.1.8.18.(4).

9) Floors and roofs acting as diaphragms shall satisfy the requirements for diaphragms stated in Article 4.1.8.15.

10) 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 Rp/IE to give realistic values of the anticipated deflections.

11) 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).

12) 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.

13) Isolated suspended equipment and components, such as pendent 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.

A-4.1.8.18. Elements of Structures, Non-structural Components and Equipment. Information on the requirements of Article 4.1.8.18. can be found in the Commentary entitled Design for Seismic Effects in the User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

PROPOSED CHANGE

[4.1.8.2.] 4.1.8.2. Notation [1] 1) In this Subsection

Ar = response amplification factor to account for type of attachment of mechanical/electrical equipment, as defined in Sentence 4.1.8.18.(1),

Ax = 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),

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Bx = ratio at level x used to determine torsional sensitivity, as defined in Sentence 4.1.8.11.(9),

B = maximum value of Bx, as defined in Sentence 4.1.8.11.(9),

Cp = seismic coefficient for mechanical/electrical equipment, as defined in Sentence 4.1.8.18.(1),

Dnx = plan dimension of the building at level x perpendicular to the direction of seismic loading being considered,

ex = distance measured perpendicular to the direction of earthquake loading between centre of mass and centre of rigidity at the level being considered (see Appendix A),

Fa = acceleration-based site coefficient for application in Subsection 4.1.8., as defined in Sentence 4.1.8.4.(7)-2015Sentence 4.1.8.4.(4),

F(PGA) = site coefficient for PGA, as defined in Sentence 4.1.8.4.(5)-2015,

F(PGV) = site coefficient for PGV, as defined in Sentence 4.1.8.4.(5)-2015,

F(T) = site coefficient for spectral acceleration, as defined in Sentence 4.1.8.4.(5)-2015,

Ft = portion of V to be concentrated at the top of the structure, as defined in Sentence 4.1.8.11.(6),

Fv = velocity-based site coefficient for application in Subsection 4.1.8., as defined in Sentence 4.1.8.4.(7)-2015Sentence 4.1.8.4.(4),

Fx = lateral force applied to level x, as defined in Sentence 4.1.8.11.(6),

hi, hn, = the height above the base (i = 0) to level i, n, or x respectively, where the base of the hx

structure is the level at which horizontal earthquake motions are considered to be imparted to the structure,

hs = interstorey height (hi - hi-1),

IE = 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),

Jx = 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,

Mv = factor to account for higher mode effect on base shear, as defined in Sentence 4.1.8.11.(5),

Mx = 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,

60 = Average Standard Penetration Resistance for the top 30 m, corrected to a rod energy efficiency of 60% of the theoretical maximum,

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PGA = Peak Ground Acceleration expressed as a ratio to gravitational acceleration, as defined in Sentence 4.1.8.4.(1),

PGAref = reference PGA for determining F(T), F(PGA) and F(PGV),

PGV = Peak Ground Velocity, in m/s, as defined in Sentence 4.1.8.4.(1),

PI = plasticity index for clays,

Rd = 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.,

Ro = 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.,

Sp = 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),

Sa(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.,

su = average undrained shear strength in the top 30 m of soil,

T = period in seconds,

Ta = 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),

Tx = floor torque at level x, as defined in Sentence 4.1.8.11.(10),

V = lateral earthquake design force at the base of the structure, as determined by Article 4.1.8.11.,

Vd = lateral earthquake design force at the base of the structure, as determined by Article 4.1.8.12.,

Ve = lateral earthquake elastic force at the base of the structure, as determined by Article 4.1.8.12.,

Ved = lateral earthquake design elastic force at the base of the structure, as determined by Article 4.1.8.12.,

Vp = lateral force on a part of the structure, as determined by Article 4.1.8.18.,

s = average shear wave velocity in the top 30 m of soil or rock,

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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 (see Appendix A),

Wi, Wx = portion of W that is located at or is assigned to level i or x respectively,

Wp = weight of a part or portion of a structure, e.g., cladding, partitions and appendages,

δave = average displacement of the structure at level x, as defined in Sentence 4.1.8.11.(9), and

δmax = maximum displacement of the structure at level x, as defined in Sentence 4.1.8.11.(9).

[4.1.8.4.] 4.1.8.4. Site Properties [1] 1) The peak ground acceleration (PGA), peak ground velocity (PGV), and the 5% damped spectral response acceleration values, Sa(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, and 2.0 s, 5.0 s and 10.0 s shall be determined in accordance with Subsection 1.1.3. and are based on a 2% probability of exceedance in 50 years.

Table [4.1.8.4.A] 4.1.8.4.A. Site Classification for Seismic Site Response

Forming part of Sentences [4.1.8.4.] 4.1.8.4.([1] 1) to ([3] 3)

Site Class

Ground Profile Name


Average Shear Wave

Velocity, s (m/s)


60

Soil Undrained

Shear Strength, su

A Hard rock (1) (2)

s > 1500 n/a n/a

B Rock (1) 760 < s ≤ 1500 n/a n/a

C Very dense soil and soft rock

360 < s < 760 60 > 50 su > 100 kPa

D Stiff soil 180 < s < 360 15 ≤ 60 ≤ 50 50 kPa < su ≤ 100 kPa

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Notes to Table [4.1.8.4.A] 4.1.8.4.A.:

(1)

(2)

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 (see Appendix A).

If Where s has been measured in-situ, the Fa and Fvthe F(T) values derived from Tables 4.1.8.4.B. to 4.1.8.4.G

are permitted to be multiplied and 4.1.8.4.C. may be multiplied by the factor (1500/ s)½.

(3) 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, c. highly plastic clays (PI > 75) more than 8 m thick, and d. soft to medium stiff clays more than 30 m thick.

[2] 2) Site classifications for ground shall conform to Table 4.1.8.4.A. and shall be determined using s

except as provided in Sentence (3).

[3] 3) If average shear wave velocity, s, is not known, Site Class shall be determined from energy-corrected Average Standard Penetration Resistance, 60, or from soil average undrained shear strength, su, as noted in Table 4.1.8.4.A., 60 and su being calculated based on rational analysis. (See Appendix A.)

[4] --) For the purposes of determining the values of F(T) to be used in the calculation of design spectral acceleration, S (T), in Sentence 4.1.8.4.(9), and of F(PGA) and F(PGV), the value of PGAref 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 Sa(0.2)/PGA < 2.0, and b) 1 PGA otherwise.

[5] 4) The values of the site coefficient for design spectral acceleration at period T, F(T), and of similar coefficients F(PGA) and F(PGV) Acceleration- and velocity-based site coefficients, Fa and Fv, shall conform to Tables 4.1.8.4.B. and 4.1.8.4.C.to 4.1.8.4.I. using linear interpolation for intermediate values of S PGArefa(0.2) and Sa(1.0).

Site Class

Ground Profile Name


Average Shear Wave

Velocity, s (m/s)


60

Soil Undrained

Shear Strength, su

E Soft soil s < 180 60 < 15 su < 50 kPa

Any profile with more than 3 m of soil with the following characteristics: • plasticity index: PI > 20 • moisture content: w ≥ 40%, and • undrained shear strength: su < 25 kPa

F Other soils (3) Site-specific evaluation required

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Table [4.1.8.4.B] 4.1.8.4.B. Values of Fa F(0.2) as a Function of Site Class and Saf(0.2)PGAref

Forming part of Sentence [4.1.8.4.] 4.1.8.4.([5] 4)

Site Class

Values of F(0.2)a

Sa(0.2) PGAref≤0.1

Sa(0.2)PGAref

0.25 = 0.2

Sa(0.2)PGAref

0.50 = 0.3Sa(0.2)PGAref

0.75 = 0.41.00 S

≥ 0.5a(0.2)PGAref

A

B

C

D

E

F

1.25

0.66 0.7

0.74 0.8

1.00 1.0

1.24 1.3

1.64

2.1

(1)

0.71 0.7

0.80 0.8

1.00 1.0

1.09 1.2

1.24

1.4

(1)

0.74 0.8

0.84 0.9

1.00 1.0

1.00 1.1

1.05

1.1

(1)

0.77 0.8

0.86 1.0

1.00 1.0

0.94 1.1

0.93

0.9

(1)

0.79 0.8

0.88 1.0

1.00 1.0

0.90 1.0

0.85

0.9

(1)

Note to Table [4.1.8.4.B] 4.1.8.4.B.:

(1) See Sentence 4.1.8.4.(6).-2015Sentence 4.1.8.4.(5).

Table [4.1.8.4.C] 4.1.8.4.C.

Values of F(0.5)v as a Function of Site Class and Sa(1.0)PGAref


Site Class

Values of F(0.5)v

Sa(1.0) PGAref≤ 0.1

Sa(1.0)PGAref

= 0.2 Sa(1.0)PGAref

= 0.3 Sa(1.0)PGAref

= 0.4 S

≥ 0.5 af(1.0)PGAref

A

B

C

D

E

F

0.46 0.5

0.58 0.6

1.00 1.0

1.47 1.4

2.47

2.1

(1)

0.48 0.5

0.59 0.7

1.00 1.0

1.30 1.3

1.80

2.0

(1)

0.48 0.5

0.60 0.7

1.00 1.0

1.20 1.2

1.48

1.9

(1)

0.49 0.6

0.61 0.8

1.00 1.0

1.14 1.1

1.30

1.7

(1)

0.49 0.6

0.61 0.8

1.00 1.0

1.10 1.1

1.17

1.7

(1)

Note to Table [4.1.8.4.C] 4.1.8.4.C.:

(1) See Sentence 4.1.8.4.(6)-2015Sentence 4.1.8.4.(5).

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Table [4.1.8.4.D] Values of F(1.0) as a Function of Site Class and PGAref


Site Class Values of F(1.0)

PGAref ≤ 0.1 PGAref = 0.2 PGAref = 0.3 PGAref = 0.4

A

B

C

D

E

F

PGAref ≥ 0.5

0.41

0.53

1.00

1.55

2.81

(1)

0.41

0.53

1.00

1.39

2.08

(1)

0.41

0.53

1.00

1.31

1.74

(1)

0.41

0.53

1.00

1.25

1.53

(1)

0.41

0.53

1.00

1.21

1.39

(1)

Note to Table [4.1.8.4.D] :

(1) See Sentence 4.1.8.4.(6)-2015.

Table [4.1.8.4.E]

Values of F(2.0) as a Function of Site Class and PGAref




A

B

C

D

E

F

PGAref ≥ 0.5

0.40

0.52

1.00

1.57

2.90

(1)

0.40

0.52

1.00

1.44

2.24

(1)

0.40

0.52

1.00

1.36

1.92

(1)

0.40

0.52

1.00

1.31

1.72

(1)

0.40

0.52

1.00

1.27

1.58

(1)

Note to Table [4.1.8.4.E] :

(1) See Sentence 4.1.8.4.(6)-2015.

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Table [4.1.8.4.F] Values of F(5.0) as a Function of Site Class and PGAref





A

B

C

D

E

F

PGAref ≥ 0.5

0.39

0.51

1.00

1.58

2.93

(1)

0.39

0.51

1.00

1.48

2.40

(1)

0.39

0.51

1.00

1.41

2.14

(1)

0.39

0.51

1.00

1.37

1.96

(1)

0.39

0.51

1.00

1.34

1.84

(1)

Note to Table [4.1.8.4.F] :

(1) See Sentence 4.1.8.4.(6)-2015.

Table [4.1.8.4.G]

Values of F(10.0) as a Function of Site Class and PGAref




A

B

C

D

E

F

PGAref ≥ 0.5

0.44

0.56

1.00

1.49

2.52

(1)

0.44

0.56

1.00

1.41

2.18

(1)

0.44

0.56

1.00

1.37

2.00

(1)

0.44

0.56

1.00

1.34

1.88

(1)

0.44

0.56

1.00

1.31

1.79

(1)

Note to Table [4.1.8.4.G] :

(1) See Sentence 4.1.8.4.(6)-2015.

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Table [4.1.8.4.H] Values of F(PGA) as a Function of Site Class and PGAref


Site Class Values of F(PGA)


A

B

C

D

E

F

PGAref ≥ 0.5

0.62

0.71

1.00

1.29

1.81

(1)

0.66

0.75

1.00

1.10

1.23

(1)

0.68

0.78

1.00

0.99

0.98

(1)

0.70

0.80

1.00

0.93

0.83

(1)

0.71

0.81

1.00

0.88

0.74

(1)

Note to Table [4.1.8.4.H] :

(1) See Sentence 4.1.8.4.(6)- 2015.

Table [4.1.8.4.I]

Values of F(PGV) as a Function of Site Class and PGAref


Site Class Values of F(PGV)


A

B

C

D

E

F

PGAref ≥ 0.5

0.46

058

1.00

1.47

2.47

(1)

0.48

0.59

1.00

1.30

1.80

(1)

0.48

0.60

1.00

1.20

1.48

(1)

0.49

0.61

1.00

1.14

1.30

(1)

0.49

0.61

1.00

1.10

1.17

(1)

Note to Table [4.1.8.4.I] :

(1) See 4.1.8.4.(6)-NBC 2015.

[6] 5) Site-specific evaluation is required to determine Fa and F(T)v, F(PGA) and F(PGV) for Site Class F. (See A-4.1.8.4.(3) and Table 4.1.8.4.A. in Appendix A.)

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[7] --) For all applications in Subsection 4.1.8., Fa= F(0.2) and Fv= F(1.0).

[8] 6) 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)a and Fv 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. (See A-4.1.8.4.(3) and Table 4.1.8.4.A. in Appendix A.)

[9] 7) 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)aSa(0.2) or F(0.5)Sa(0.5), whichever is larger for T ≤ 0.2 s = F(0.5)vSa(0.5) or FaSa(0.2), whichever is smaller for T = 0.5 s = F(1.0)vSa(1.0) for T = 1.0 s = F(2.0)vSa(2.0) for T = 2.0 s = F(5.0)vSa(5.0)(2.0)/2 for T ≥ 4.0= 5.0 s = F(10.0)Sa(10.0) for T ≥ 10.0 s

[4.1.8.18.] 4.1.8.18. Elements of Structures, Non-structural Components and Equipment (See Appendix A.)

[1] 1) Except as provided in Sentences (2) and (8), 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 (10), and shall be designed for a lateral force, Vp, distributed according to the distribution of mass:

where

Fa = as defined in Sentence 4.1.8.4.(7)-2015Table 4.1.8.4.B.,






[2] 2) For buildings other than post-disaster buildings, where IEFaSa(0.2) is less than 0.35, the requirements


[3] 3) The values of Cp in Sentence (1) shall conform to Table 4.1.8.18.

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[4] 4) For the purpose of applying Sentence (1) and 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.

[5] 5) 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.

[6] 6) 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.

[7] 7) 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.

[8] 8) 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] a) friction due to gravity loads shall not be considered to provide resistance to seismic forces, [b] b) Rp for non-ductile connections, such as adhesives or power-actuated fasteners, shall be taken as

1.0, [c] c) Rp for anchorage using shallow expansion, chemical, epoxy or cast-in-place anchors shall be


[d] d) power-actuated fasteners and drop-in anchors shall not be used for tension loads, [e] e) connections for non-structural elements or components of Category 1, 2 or 3 of Table 4.1.8.18.


[i] i) for connections where the body of the connection is ductile, the body shall be designed for values of Cp, Ar and Rp 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] ii) connections where the body of the connection is not ductile shall be designed for values of Cp = 2.0, Rp = 1.0 and Ar given in Table 4.1.8.18., and

[f] f) for the purpose of applying Clause (e), a ductile connection is one where the body of the connection is capable of dissipating energy through cyclic inelastic behaviour.

Table [4.1.8.18.] 4.1.8.18. Elements of Structures and Non-structural Components and Equipment



1 All exterior and interior walls except those in Category 2 or 3 (1) 1.00 1.00 2.50

2 Cantilever parapet and other cantilever walls except retaining walls (1) 1.00 2.50 2.50

3 Exterior and interior ornamentations and appendages (1) 1.00 2.50 2.50

4 Floors and roofs acting as diaphragms (2) - - -

5 Towers, chimneys, smokestacks and penthouses when connected to or 1.00 2.50 2.50 forming part of a building

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6

7

8

9

10

11

12 13 14 15

16

17

18

19

20

21

Horizontally cantilevered floors, balconies, beams, etc.



Access floors











Rigid components with ductile material and connections

Rigid components with non-ductile material or connections

Flexible components with ductile material and connections

Flexible components with non-ductile material or connections

1.00

1.00

1.00

1.00

1.00 1.00 1.00 1.50 1.50 0.70 1.00 1.00

1.50

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00 1.00 2.50 1.00 2.50 1.00 1.00 1.00

1.00

2.50

1.00

1.00

2.50

2.50

2.50

2.50

1.50

2.50

2.50 1.25 2.50 1.25 2.50 2.50 2.50 3.00

3.00

5.00

2.50

1.00

2.50

1.00

Notes to Table [4.1.8.18.] 4.1.8.18.:

(1) See Sentence 4.1.8.18.(8).

(2) See Sentence 4.1.8.18.(9).

(3) See Sentence 4.1.8.18.(4).

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[9] 9) Floors and roofs acting as diaphragms shall satisfy the requirements for diaphragms stated in Article 4.1.8.15.

[10] 10) 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 Rp/IE to give realistic values of the anticipated deflections.

[11] 11) 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).

[12] 12) 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.

[13] 13) Isolated suspended equipment and components, such as pendent 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.

RATIONALE

Problem A major update of seismic hazard model in Canada has been undertaken for NBC 2015 to incorporate current knowledge on the subject and alignment with modern seismic hazard maps used in building codes in the United States and other jurisdictions. The update of seismic model involves incorporation of new GMPE (Ground Motion Prediction Equations) for most locations in Canada, inclusion of Cascadia subduction source probabilistically to seismic hazard for areas of western Canada and the explicit inclusion of fault sources such as those in Haida Gwaii and the Yukon.

Some provisions in Article 4.1.8.2 and 4.1.8.4 are not aligned with the new seismic hazard model and need to be revised

Justification - Explanation The major changes required as a result of adoption of new hazard values are as follows :

• Article 4.1.8.2 : Notation for terms F(T), F(PGA),F(PGV), PGA ref, PGV added as these are new terms introduced in 2015 NBC, Notation for Fa and Fv revised to align with the changes proposed in NBC 2015

• Sentence 4.1.8.4.(1) Spectral acceleration values for 5 and 10 s have been added in subsection 1.1.3 on NBC 2015., Peak Ground Velocity ( PGV) has also been added.

• Sentence 4.1.8.4.(4) The attenuation of ground motion in Eastern Canada is less than in the West. The direct use of PGA would give F(T) values with larger non-linear de-amplification effects in the east than is appropriate for their sustained level of shaking. This would be unconservative and thus have potential safety implications. Consequently an adjustment factor is needed to provide for appropriate foundation factors at eastern sites

• Sentence 4.1.8.4.(5) A much expanded database of ground motion recordings in earthquakes, since the current Fa and Fv factors were established, allows determination of site amplifications at a wide range of horizontal periods of vibration, which have been incorporated into modern Ground Motion Prediction Equations. Accordingly, period dependant foundation factors and foundation factors for PGA and PGV have been proposed.

• Sentence 4.1.8.4.(6) Editorial revision to coordinate shift from Fa and Fv to F(T), F(PGA) and F(PGV) • Sentence 4.1.8.4.(7) Definition of Fa and Fv in terms of F(T) to coordinate with other provisions in Article

4.1.8.4 as triggers and other formulae in Article 4.1.8.4 are currently using Fa and Fv instead of F(T). • Sentence 4.1.8.4.(8) Editorial revision to coordinate with shift from Fa and Fv to F(T)

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• Sentence 4.1.8.4.(9) Formulae for Design Spectral response acceleration are now expressed in terms of F(T) to incorporate use of period based foundation factors. The values for design spectral response at 5 and 10 seconds have been added. For some localities, S(0.5) is larger than S(0.2). Considering that it is not a good practice to design on the basis of a spectrum in which the S value increases with period, the design spectral acceleration expression has been modified.

• Article 4.1.8.18 : Editorial revision to correct reference for Fa

Cost implications In some location the assessed hazard has gone up and in other areas it has gone down. There may be cost increases or decreases wherever the estimated hazard has changed. In many localities in eastern Canada the estimated hazard has decreased, which will result in cost savings. In some localities in western Canada, affected by the Cascadia subduction zone, it has been determined that the current code values are not conservative, and may not achieve the desired level of earthquake safety for some types of structures. In these areas and such areas where the assessed hazard has gone up, the cost implication are unavoidable as they are required for seismic safety. There may be cost increase or decrease of the order of 1% of the overall cost of the building wherever the estimated hazard has changed.


Who is affected Building officials, Consultants, Contractors and Building Owners


[4.1.8.2.] 4.1.8.2. ([1] 1) no attributions [4.1.8.4.] 4.1.8.4. ([1] 1) [F20-OS2.1] [4.1.8.4.] 4.1.8.4. ([1] 1) [F20-OP2.1] [F22-OP2.4] [4.1.8.4.] 4.1.8.4. ([2] 2) [F20-OS2.1] [4.1.8.4.] 4.1.8.4. ([2] 2) [F20-OP2.1] [F22-OP2.4] [4.1.8.4.] 4.1.8.4. ([3] 3) no attributions [4.1.8.4.] -- ([4] --) [F20-OS2.1] [4.1.8.4.] -- ([4] --) [F20-OP2.1] [F22-OP2.4] [4.1.8.4.] 4.1.8.4. ([5] 4) [F20-OS2.1] [4.1.8.4.] 4.1.8.4. ([5] 4) [F20-OP2.1] [F22-OP2.4] [4.1.8.4.] 4.1.8.4. ([6] 5) [F20-OS2.1] [4.1.8.4.] 4.1.8.4. ([6] 5) [F20-OP2.1] [F22-OP2.4] [4.1.8.4.] -- ([7] --) no attributions [4.1.8.4.] 4.1.8.4. ([8] 6) no attributions [4.1.8.4.] 4.1.8.4. ([9] 7) [F20-OS2.1] [4.1.8.4.] 4.1.8.4. ([9] 7) [F20-OP2.1] [F22-OP2.4] [4.1.8.18.] 4.1.8.18. ([1] 1) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([1] 1) [F20-OP2.3] [F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([2] 2) no attributions [4.1.8.18.] 4.1.8.18. ([3] 3) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([3] 3) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([4] 4) no attributions [4.1.8.18.] 4.1.8.18. ([5] 5) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([5] 5) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([6] 6) [F20,F22-OS2.1] [4.1.8.18.] 4.1.8.18. ([6] 6) [F20,F22-OP2.1,OP2.4] [4.1.8.18.] 4.1.8.18. ([7] 7) [F20,F22-OS2.4]

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[4.1.8.18.] 4.1.8.18. ([7] 7) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) [F20,F22-OS2.4] Applies to portion of Code text: “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 4.1.8.18.(1) …” [4.1.8.18.] 4.1.8.18. ([8] 8) [F20,F22-OP2.3,OP2.4] Applies to portion of Code text: “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 4.1.8.18.(1)…” [4.1.8.18.] 4.1.8.18. ([8] 8) ([a] a) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([a] a) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([b] b),([c] c) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([b] b),([c] c) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([d] d) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([d] d) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([e] e) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([e] e) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([f] f) [4.1.8.18.] 4.1.8.18. ([9] 9) no attributions [4.1.8.18.] 4.1.8.18. ([10] 10) [F22-OS2.3,OS2.4] [4.1.8.18.] 4.1.8.18. ([10] 10) [F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([11] 11) [F22-OS2.1,OS2.3,OS2.4] [4.1.8.18.] 4.1.8.18. ([11] 11) [F22-OP2.1,OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([12] 12) [F20-OS2.1] [F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([12] 12) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([13] 13) [F20-OS2.1] [F22-OS2.3] [4.1.8.18.] 4.1.8.18. ([13] 13) [F20-OP2.1] [F22-OP2.3]



Proposed Change 865 Code Reference(s): NBC10 Div.B 4.1.8.11. Subject: Earthquake Load and Effects Title: Higher Mode Factor, Mv, and Base Overturning Reduction Factor, J Description: The proposed change is intended to revise the values of higher mode

factors Mv and J for use with uniform hazard spectra based on Trial 3E hazard model proposed for NBC 2015.

EXISTING PROVISION

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) The minimum lateral earthquake force, V, shall be calculated using the following formula:

except a) for walls, coupled walls and wall-frame systems, V shall not be less than

b) for moment-resisting frames, braced frames, and other systems, V shall not be less than

c) for buildings located on a site other than Class F and having an SFRS with an Rd equal to or greater than 1.5, V need not be greater than

3) The fundamental lateral period, Ta, 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 hn is in metres:

i) 0.085 (hn)3/4 for steel moment frames,

ii) 0.075 (hn)3/4 for concrete moment frames, or iii) 0.1 N for other moment frames,

b) 0.025hn for braced frames where hn is in metres,

c) 0.05 (hn)3/4 for shear wall and other structures where hn is in metres, or

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, Ta shall not be taken greater than 1.5 times that determined in Clause (a),

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ii) for braced frames, Ta shall not be taken greater than 2.0 times that determined in Clause (b),

iii) for shear wall structures, Ta shall not be taken greater than 2.0 times that determined in Clause (c),

iv) for other structures, Ta 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 (d)(iv) may be used, except that, for walls, coupled walls and wall-frame systems, Ta shall not exceed 4.0 s, and for moment-resisting frames, braced frames, and other systems, Ta shall not exceed 2.0 s.

(See Appendix A.)

4) The weight, W, of the building shall be calculated using the following formula:

5) The higher mode factor, Mv, and its associated base overturning moment reduction factor, J, shall conform to Table 4.1.8.11.

Table 4.1.8.11. Higher Mode Factor, Mv, and Base Overturning Reduction Factor, J (1) (2)


Sa(0.2)/Sa(2.0)

Type of Lateral

Resisting Systems Mv for

Ta ≤ 1.0 Mv for

Ta = 2.0 Mv for

Ta ≥ 4.0 J for Ta

≤ 0.5

J for Ta = 2.0

J for Ta

≥ 4.0

< 8.0

Moment-resisting frames

1.0

1.0

(3)

1.0

0.9

(3)

Coupled walls (4) 1.0 1.0 1.0 1.0 0.9 0.8

Braced frames 1.0 1.0 (3) 1.0 0.8 (3)

Walls, wall-frame systems

1.0

1.2

1.6

1.0

0.6

0.5

Other systems (5) 1.0 1.2 (3) 1.0 0.6 (3)

≥ 8.0


1.0

1.2

(3)

1.0

0.7

(3)

Coupled walls (4) 1.0 1.2 1.2 1.0 0.7 0.6

Braced frames 1.0 1.5 (3) 1.0 0.6 (3)


1.0

2.2

3.0

1.0

0.4

0.3

Other systems (5) 1.0 2.2 (3) 1.0 0.4 (3)

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(1) For values of Mv between fundamental lateral periods, Ta, of 1.0 s and 2.0 s and between 2.0 s and 4.0 s, the product S(Ta)•Mv shall be obtained by linear interpolation.

(2) Values of J between fundamental lateral periods, Ta, of 0.5 s and 2.0 s and between 2.0 s and 4.0 s shall be obtained by linear interpolation.

(3) For fundamental lateral periods, Ta, greater than 2.0 s, use the values for Ta = 2.0.

(4) 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.

(5) For hybrid systems, values corresponding to walls must be used or a dynamic analysis must be carried out as per Article 4.1.8.12.

6) The total lateral seismic force, V, shall be distributed such that a portion, Ft, shall be assumed to be concentrated at the top of the building, where Ft is equal to 0.07 TaV but need not exceed 0.25 V and may be considered as zero where the fundamental lateral period, Ta, does not exceed 0.7 s; the remainder, V - Ft, shall be distributed along the height of the building, including the top level, in accordance with the following formula:

7) The structure shall be designed to resist overturning effects caused by the earthquake forces determined in Sentence (6) and the overturning moment at level x, Mx, shall be determined using the following equation:

where

Jx = 1.0 for hx ≥ 0.6hn, and

Jx = J + (1 - J)(hx / 0.6hn) for hx < 0.6hn

where

J = base overturning moment reduction factor conforming to Table 4.1.8.11.

8) Torsional effects that are concurrent with the effects of the forces mentioned in Sentence (6) and are caused by the simultaneous actions of the following torsional moments shall be considered in the design of the structure according to Sentence (10):

a) torsional moments introduced by eccentricity between the centres of mass and resistance and their dynamic amplification, and

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b) torsional moments due to accidental eccentricities.

9) Torsional sensitivity shall be determined by calculating the ratio Bx for each level x according to the following equation for each orthogonal direction determined independently:

where

B = maximum of all values of Bx in both orthogonal directions, except that the Bx for one-storey penthouses with a weight less than 10% of the level below need not be considered,

δmax = 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 Dnx from the centres of mass at each floor, and

δave = average of the displacements at the extreme points of the structure at level x produced by the above-mentioned forces.

10) Torsional effects shall be accounted for as follows: a) for a building with B ≤ 1.7 or where IEFaSa(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) Tx = Fx(ex + 0.10 Dnx), and ii) Tx = Fx(ex - 0.10 Dnx)

where Fx 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 IEFaSa(0.2) is equal to or greater than 0.35, by a Dynamic Analysis Procedure as specified in Article 4.1.8.12.

A-4.1.8.11.(3) Determination of the Fundamental Period, Ta.

Information on the determination of the fundamental period, Ta, can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

PROPOSED CHANGE

[4.1.8.11.] 4.1.8.11. Equivalent Static Force Procedure for Structures Satisfying the Conditions of Article 4.1.8.7.

[1] 1) The static loading due to earthquake motion shall be determined according to the procedures given in this Article.

[2] 2) The minimum lateral earthquake force, V, shall be calculated using the following formula:

except [a] a) for walls, coupled walls and wall-frame systems, V shall not be less than

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[b] b) for moment-resisting frames, braced frames, and other systems, V shall not be less than

[c] c) for buildings located on a site other than Class F and having an SFRS with an Rd equal to or greater than 1.5, V need not be greater than

[3] 3) The fundamental lateral period, Ta, in the direction under consideration in Sentence (2), shall be determined as: [a] 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 hn is in metres:

[i] i) 0.085 (hn)3/4 for steel moment frames,

[ii] ii) 0.075 (hn)3/4 for concrete moment frames, or [iii] iii) 0.1 N for other moment frames,

[b] b) 0.025hn for braced frames where hn is in metres,

[c] c) 0.05 (hn)3/4 for shear wall and other structures where hn is in metres, or

[d] 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] i) for moment-resisting frames, Ta shall not be taken greater than 1.5 times that determined in Clause (a),

[ii] ii) for braced frames, Ta shall not be taken greater than 2.0 times that determined in Clause (b),

[iii] iii) for shear wall structures, Ta shall not be taken greater than 2.0 times that determined in Clause (c),

[iv] iv) for other structures, Ta shall not be taken greater than that determined in Clause (c), and [v] v) for the purpose of calculating the deflections, the period without the upper limit specified

in Subclauses (d)(i) to (d)(iv) may be used, except that, for walls, coupled walls and wall-frame systems, Ta shall not exceed 4.0 s, and for moment-resisting frames, braced frames, and other systems, Ta shall not exceed 2.0 s.

(See Appendix A.)

[4] 4) The weight, W, of the building shall be calculated using the following formula:

[5] 5) The higher mode factor, Mv, and its associated base overturning moment reduction factor, J, shall conform to Table 4.1.8.11.

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Table [4.1.8.11.A] 4.1.8.11. Higher Mode Factor, Mv, and Base Overturning Reduction Factor, J (1) (2)


Sa(0.2)/Sa(2.0)

Type of Lateral Resisting Systems

Mv Mv for Ta = 2.0

for Ta ≤ 1.0

Mv for Ta ≥ 4.0

J for

≤ 0.5

Ta

J for Ta = 2.0

J for

≥ 4.0

Ta

< 8.0


1.0

1.0 (3)

1.0

0.9 (3)

Coupled walls (4) 1.0 1.0 1.0 1.0 0.9 0.8

Braced frames 1.0 (3)1.0 1.0 (3)0.8


1.0

1.2

1.6

1.0

0.6

Other systems

0.5

(5) 1.0 (3)1.2 1.0 (3)0.6

≥ 8.0


1.0

1.2 (3)

1.0

0.7 (3)

Coupled walls (4) 1.0 1.2 1.2 1.0 0.7 0.6

Braced frames 1.0 (3)1.5 1.0 (3)0.6


1.0

2.2

3.0

1.0

0.4

Other systems

0.3

(5) 1.0 (3)2.2 1.0 (3)0.4

Notes to Table [4.1.8.11.A] 4.1.8.11.:

(1) For values of Mv between fundamental lateral periods, Ta, of 1.0 s and 2.0 s and between 2.0 s and 4.0 s, the product S(Ta)•Mv shall be obtained by linear interpolation.

(2) Values of J between fundamental lateral periods, Ta, of 0.5 s and 2.0 s and between 2.0 s and 4.0 s shall be obtained by linear interpolation.

(3) For fundamental lateral periods, Ta, greater than 2.0 s, use the values for Ta = 2.0.

(4) 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.

(5) For hybrid systems, values corresponding to walls must be used or a dynamic analysis must be carried out as per Article 4.1.8.12.

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Table [4.1.8.11.B.] Higher Mode Factor, Mv, and Base Overturning Reduction Factor, J (1) (2) (3) (4)


S(0.2)/S(5.0) Mv for Ta ≤ 0.5

Mv for Ta = 1.0

Mv for Ta = 2.0

Mv for Ta ≥ 5.0

J for Ta ≤ 0.5

J for Ta = 1.0

J for Ta = 2.0

J for Ta ≥ 5.0

5


1 1 1 (5) (6) 1 0.97 0.92 (5) (6)

1 20 1 1 (5) (6) 1 0.93 0.85 (5) (6)

1 40 1 1 (5) (6) 1 0.87 0.78 (5) (6)

1 65 1 1.03 (5) (6) 1 0.80 0.70 (5) (6)

5

Coupled walls(7)

1 1 1 1 (8) 1 0.97 0.80 0.92 (9) 1 20 1 1 1.08 (8) 1 0.93 0.65 0.85 (9) 1 40 1 1 1.30 (8) 1 0.87 0.53 0.78 (9) 1 65 1 1.49 1.03 (8) 1 0.80 0.46 0.70 (9)

5

Braced frames

1 1 1 (5) (6) 1 0.95 0.89 (5) (6)

1 20 1 1 (5) (6) 1 0.85 0.78 (5) (6)

1 40 1 1 (5) (6) 1 0.79 0.70 (5) (6)

1 65 1.04 1.07 (5) (6) 1 0.71 0.66 (5) (6)

5

Walls, wall frame systems

1 1 1 1.25 (8) 1 0.97 0.55 0.85 (9) 1 20 1 2.30 1.18 (8) 1 0.80 0.35 0.60 (9) 1 40 1.19 3.70 1.75 (8) 1 0.63 0.28 0.46 (9) 1 65 1.55 4.65 2.25 (8) 1 0.51 0.23 0.39 (9)

5

Other systems

1 1 1 (5) (6) 1 0.97 0.85 (5) (6)

1 20 1 1.18 (5) (6) 1 0.80 0.60 (5) (6)

1 40 1.19 1.75 (5) (6) 1 0.63 0.46 (5) (6)

1 65 1.55 2.25 (5) (6) 1 0.51 0.39 (5) (6)

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Notes to Table [4.1.8.11.B.] :

(1) For intermediate values of the spectral ratio S(0.2)/S(0.5), Mv and J shall be obtained by linear interpolation.

(2) For intermediate values of the fundamental lateral period, Ta, S(Ta)Mv shall be obtained by linear interpolation using the values of Mv obtained in accordance with Note (1).

(3) For intermediate values of the fundamental lateral period, Ta, 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. that are in the same direction under consideration, use the highest Mv factor of all the SFRS’s and the corresponding value of J.

(5)

(6)

The Equivalent Static Force Procedure gives the minimum lateral earthquake force for certain cases. See Article 4.1.8.11.

For fundamental lateral periods, Ta , greater than 2.0 s, use the 2.0 s values obtained in accordance with Note (1).

(7) 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.

(8) For fundamental lateral periods, Ta, greater than 4.0 s, use the 4.0 s values of S(Ta)Mv obtained by interpolation between 2.0 s and 5.0 s using the value of Mv obtained in accordance with Note (1).

(9) For fundamental lateral periods, Ta, 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).

[6] 6) The total lateral seismic force, V, shall be distributed such that a portion, Ft, shall be assumed to be concentrated at the top of the building, where Ft is equal to 0.07 TaV but need not exceed 0.25 V and may be considered as zero where the fundamental lateral period, Ta, does not exceed 0.7 s; the remainder, V - Ft, shall be distributed along the height of the building, including the top level, in accordance with the following formula:

[7] 7) The structure shall be designed to resist overturning effects caused by the earthquake forces determined in Sentence (6) and the overturning moment at level x, Mx, shall be determined using the following equation:

where

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Jx = 1.0 for hx ≥ 0.6hn, and

Jx = J + (1 - J)(hx / 0.6hn) for hx < 0.6hn

where

J = base overturning moment reduction factor conforming to Table 4.1.8.11.

[8] 8) Torsional effects that are concurrent with the effects of the forces mentioned in Sentence (6) and are caused by the simultaneous actions of the following torsional moments shall be considered in the design of the structure according to Sentence (10): [a] a) torsional moments introduced by eccentricity between the centres of mass and resistance and

their dynamic amplification, and [b] b) torsional moments due to accidental eccentricities.

[9] 9) Torsional sensitivity shall be determined by calculating the ratio Bx for each level x according to the following equation for each orthogonal direction determined independently:

where

B = maximum of all values of Bx in both orthogonal directions, except that the Bx for one-storey penthouses with a weight less than 10% of the level below need not be considered,

δmax = 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 Dnx from the centres of mass at each floor, and

δave = average of the displacements at the extreme points of the structure at level x produced by the above-mentioned forces.

[10] 10) Torsional effects shall be accounted for as follows: [a] a) for a building with B ≤ 1.7 or where IEFaSa(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] i) Tx = Fx(ex + 0.10 Dnx), and [ii] ii) Tx = Fx(ex - 0.10 Dnx) where Fx 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] b) for a building with B > 1.7, in cases where IEFaSa(0.2) is equal to or greater than 0.35, by a Dynamic Analysis Procedure as specified in Article 4.1.8.12.

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RATIONALE

Problem With change in shape of uniform hazard spectra based on use of Trial 3E model for NBC 2015, the higher mode effect factors of NBC 2010 are no longer applicable.

Justification - Explanation In NBC 2010, the spectral shapes for cities in the geographical east were steeper than those in the geographical west. Thus, we loosely referred to the ratio Sa(0.2)/Sa(2.0) = 8 as the demarcation between the geographical west and east. A similar ratio cannot be successfully used in NBC 2015 to separate the geographical west from the geographical east. Based on the new Spectral shapes, Mv and J factors have been obtained for 4 different values of the spectral ratio S(0.2)/S(5.0) equal to 5, 20, 40, and 65 and 4 different periods 0.5, 1,0, 2.0 and 5.0 s. Linear interpolation must be carried out to obtain Mv and J for intermediate values of the spectral ratio. The Mv and J values so obtained are then used to obtain MvS(Ta) and J, respectively, for intermediate values of the fundamental period The higher mode effect factors have now been derived from the new uniform hazard spectra.

Cost implications None


Who is affected Building officials, Contractors, Consultants, Building Owners


[4.1.8.11.] 4.1.8.11. ([1] 1) no attributions [4.1.8.11.] 4.1.8.11. ([2] 2) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([2] 2) [F20-OP2.1] [F22-OP2.4] [4.1.8.11.] 4.1.8.11. ([3] 3) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([3] 3) [F20-OP2.1] [F22-OP2.4] [4.1.8.11.] 4.1.8.11. ([3] 3) ([d] d)([v] v) [4.1.8.11.] 4.1.8.11. ([4] 4) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([4] 4) [F20-OP2.1] [F22-OP2.4] [4.1.8.11.] 4.1.8.11. ([5] 5) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([5] 5) [F20-OP2.1] [F22-OP2.4] [4.1.8.11.] 4.1.8.11. ([6] 6) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([6] 6) [F20-OP2.1] [F22-OP2.4] [4.1.8.11.] 4.1.8.11. ([7] 7) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([7] 7) [F20-OP2.1] [F22-OP2.4] [4.1.8.11.] 4.1.8.11. ([8] 8) ([a] a) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([8] 8) ([a] a) [F20-OP2.1] [F22-OP2.4] [4.1.8.11.] 4.1.8.11. ([8] 8) ([b] b) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([8] 8) ([b] b) [F20-OP2.1] [F22-OP2.4] [4.1.8.11.] 4.1.8.11. ([9] 9) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([9] 9) [F20-OP2.1] [F22-OP2.4]

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[4.1.8.11.] 4.1.8.11. ([10] 10) ([a] a) [F20-OP2.1] [F22-OP2.4] [4.1.8.11.] 4.1.8.11. ([10] 10) ([a] a) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([10] 10) ([b] b) [F20-OS2.1] [4.1.8.11.] 4.1.8.11. ([10] 10) ([b] b) [F20-OP2.1] [F22-OP2.4]

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NBC10 Div.B 4.1.8.13.(2) NBC10 Div.B 4.1.8.16.

Subject: Earthquake Load and Effects Title: Seismic Provisions for Rocking Footings Description: 4.1.8.13.(2) This PCF is intended to add a requirement to the calculation of

displacements to include increases due to foundation movements. 4.1.8.15.(8) This PCF is intended to delete a design force limit that was incorrect but would not apply in practice. It also clarifies that the design must satisfy the RdRo requirements for the type of SFRS listed in Table 4.1.8.9. 4.1.8.15.(9) This PCF is intended to emphasize that foundation movements can affect the displacements and forces in a structure and that they must be considered in the analysis and design. 4.1.8.16. This PCF is intended to incorporate the results of new research on footing deflections and movements.

EXISTING PROVISION

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 (see Appendix A):

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 RdRo = 2.0, and

c) for steel deck roof diaphragms, not less than the force corresponding to RdRo = 2.0.

3) Where diaphragms are designed in accordance with Sentence (2), the struts shall be designed in accordance with Clause 4.1.8.15.(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. (See Appendix A.)

4) In cases where IEFaSa(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. (See Appendix A.)

5) Where structures have vertical variations of RdRo satisfying Sentence 4.1.8.9.(4), the elements of the SFRS below the level where the change in RdRo occurs shall be designed for the forces associated with the lateral load capacity of the SFRS above that level. (See Appendix A.)

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6) 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. (See Appendix A.)

7) Except as provided in Sentence (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 RdRo 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 RdRo taken as 1.3. (See Appendix A.)

8) If foundation rocking is accounted for, the design forces for the SFRS need not exceed the maximum values associated with foundation rocking, provided that Rd and Ro for the type of SFRS used conform to Table 4.1.8.9. and that the foundation is designed in accordance with Sentence 4.1.8.16.(1).

A-4.1.8.15.(1) Diaphragms and their Connections. Information on diaphragms and their connections can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.15.(3) Ductile Diaphragms. Information on the design of struts, collectors, chords and connections for ductile diaphragms can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.15.(4) Discontinuities. Information on elements supporting discontinuities can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.15.(5) Vertical Variations in RdRo.

Information on elements of the SFRS below the variation in RdRo can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.15.(6) Concurrent Yielding. Information on the effects of concurrent yielding of elements can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.15.(7) Design Force in Elements. Information on the design force in elements can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

4.1.8.13. Deflections and Drift Limits 1) 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 RdRo/IE to give realistic values of anticipated deflections.

3) Based on the lateral deflections calculated in Sentence (2), the largest interstorey deflection at any level shall be limited to 0.01 hs for post-disaster buildings, 0.02 hs for High Importance Category buildings, and 0.025 hs 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). (See Appendix A.)

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A-4.1.8.13.(4) Deflections and Sway Effects. Information on deflections and sway effects can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

4.1.8.16. Foundation Provisions 1) Foundations shall be designed to resist the lateral load capacity of the SFRS, except that when the

foundations are allowed to rock, the design forces for the foundation need not exceed those determined in Sentence 4.1.8.7.(1) using an RdRo equal to 2.0. (See Appendix A.)

2) 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.

3) In cases where IEFaSa(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 not less than two directions (see Appendix A),

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.

4) At sites where IEFaSa(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. (See Appendix A.)

5) At sites where IEFaSa(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 (see Appendix A), and

b) spread footings founded on soil defined as Site Class E or F shall be interconnected by continuous ties in not less than two directions.

6) Each segment of a tie between elements that is required by Clauses (3)(a) or (5)(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 IEFaSa(0.2), unless it can be demonstrated that equivalent restraints can be provided by other means. (See Appendix A.)

7) 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 1.1.3. and shall be taken into account in the design of the structure and its foundations. (See Appendix A.)

A-4.1.8.16.(1) Rocking Foundations. Information on foundations that are allowed to rock can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.16.(3)(a) Interconnection of Foundation Elements. Information on the interconnection of piles or pile caps, drilled piers, and caissons can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.16.(4) Earthquake Lateral Pressures from Backfill or Natural Ground. Information on methods of computing the seismic lateral pressures from backfill or natural ground can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

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A-4.1.8.16.(5)(a) Cyclic Inelastic Behaviour of Foundation Elements. Information on the cyclic inelastic behaviour of piles or pile caps, drilled piers, and caissons can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.16.(6) Alternative Foundation Ties. Alternative methods of tying foundations together, such as a properly reinforced floor slab capable of resisting the required tension and compression forces, may be used. Passive soil pressure against buried pile caps may not be used to resist these forces.

A-4.1.8.16.(7) Liquefaction. Information on liquefaction can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

REVISED PROPOSED CHANGE FOLLOWING PUBLIC REVIEW 2013

[4.1.8.15.] 4.1.8.15. Design Provisions [1] 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 (see Appendix A): [a] 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] b) a minimum force corresponding to the design-based shear divided by N for the diaphragm at level x.

[2] 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] a) for wood diaphragms acting in combination with vertical wood shear walls, equal to the lateral

earthquake design force, [b] b) for wood diaphragms acting in combination with other SFRS, not less than the force

corresponding to RdRo = 2.0, and

[c] c) for steel deck roof diaphragms, not less than the force corresponding to RdRo = 2.0.

[3] 3) Where diaphragms are designed in accordance with Sentence (2), the struts shall be designed in accordance with Clause 4.1.8.15.(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. (See Appendix A.)

[4] 4) In cases where IEFaSa(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. (See Appendix A.)

[5] 5) Where structures have vertical variations of RdRo satisfying Sentence 4.1.8.9.(4), the elements of the SFRS below the level where the change in RdRo occurs shall be designed for the forces associated with the lateral load capacity of the SFRS above that level. (See Appendix A.)

[6] 6) 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. (See Appendix A.)

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[7] 7) 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 RdRo 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 exceedshall be not less than the forces determined in accordance with Sentence 4.1.8.7.(1) with RdRo taken as 1.3. (See Appendix A.)

[8] 8) Foundations need not be designed to resist the lateral load overturning capacity of the SFRS, provided the Rd and Ro for the type of SFRS used conform to Table 4.1.8.9. and that the foundation is designed in accordance with Sentence 4.1.8.16.(4).

[9] --) Foundation displacements and rotations shall be considered as required by Sentence 4.1.8.16.(1).

[4.1.8.13.] 4.1.8.13. Deflections and Drift Limits [1] 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 RdRo/IE and increased as required by Sentence 4.1.8.16.(1) to give realistic values of anticipated deflections.

[4.1.8.16.] 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. (See Appendix A.)

[2] 1) 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. (See Appendix A.)

[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 RdRo = 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 RdRo = 2.0.

(See Appendix A.)

[5] 2) 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] 3) In cases where IEFaSa(0.2) is equal to or greater than 0.35, the following requirements shall be satisfied: [a] a) piles or pile caps, drilled piers, and caissons shall be interconnected by continuous ties in not

less than two directions (see Appendix A), [b] b) piles, drilled piers, and caissons shall be embedded a minimum of 100 mm into the pile cap or

structure, and [c] 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] 4) At sites where IEFaSa(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. (See Appendix A.)

[8] 5) At sites where IEFaSa(0.2) is greater than 0.75, the following requirements shall be satisfied:

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[a] 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 (see Appendix A), and

[b] b) spread footings founded on soil defined as Site Class E or F shall be interconnected by continuous ties in not less than two directions.

[9] 6) Each segment of a tie between elements that is required by Clauses (3)(a) or (5)(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 IEFaSa(0.2), unless it can be demonstrated that equivalent restraints can be provided by other means. (See Appendix A.)

[10] 7) 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 1.1.3. and shall be taken into account in the design of the structure and its foundations. (See Appendix A.)

RATIONALE

Problem 4.1.8.13.(2) Currently, foundation flexibility and footing rotational stiffness are not typically modeled and recent research has shown that this effect can have a noticeable effect on increasing the expected displacements in a structure. This could create unsafe conditions for other structural elements not part of the SFRS if their integrity is sensitive to displacements.

4.1.8.15.(8) The Sentence contained an incorrect limitation on design forces which would not get used in practice. The change removes the limit and clarifies the clause with respect to design requirements.

4.1.8.15.(9) A common assumption in modeling a structure is to use a model fixed at the foundation. This clause, along with others in a group of proposed changes, stresses the fact that a fixed base assumption may not be conservative for the calculation of forces and displacements in the structure and foundation movements need to be considered in the design. Ignoring these additional displacements could result in an unsafe design.

4.1.8.16. Recent research on “rocking” footings indicates that the previous limits of RdRo=2.0 in NBC worked for many cases but when the footing is much weaker than the wall (say a wall with a large overstrength) the building displacements and soil stresses start to become quite large. Experience in recent earthquakes has also emphasized that deflections and drifts are critical in assessing the integrity of parts of the structure other than the SFRS as failure of these elements has led to collapse.

Justification - Explanation 4.1.8.13.(2) This change is part of a group that introduces requirements to consider these effects in the design of the structure.

4.1.8.15.(8) Corrects and clarifies the Sentence requirements.

4.1.8.15.(9) Require the designer to consider conditions that may be un-conservative if ignored.

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4.1.8.16. The revised Sentence limits the ratio of footing to wall capacity and requires the designer to consider how foundation displacements and rotations affect the deflections and forces in the superstructure, and how these increased deflections affect the integrity of the columns and slab/column joints. Ignoring these deflections could result in an unsafe condition.

Cost implications 4.1.8.13.(2) The cost may vary from zero to a small cost due to increased detailing required to deal with increased deflections on the structure. There may be an increase in cost to designers if they change their models, but the CSA A23.3 standard allows a simple method to adjust the displacements without requiring a new analysis model.

4.1.8.15.(8) None.

4.1.8.15.(9) There may be no cost implications or a small one on the construction side if additional detailing is required. Extra design time may be required for modeling the structure but CSA A23.3 has a simplified method added in the 2014 version which gives a simple solution for the calculation when a fixed base is used.

4.1.8.16. There may no cost implications or small costs associated with the analysis and design, but the CSA A23.3 requirements provide simple solutions and allow use of fixed base analysis. The increased displacements may also require additional detailing of columns and slab column joints to maintain life safety, but the associated costs are typically minor.


Who is affected Building officials, consultants, contractors, building owners


[4.1.8.15.] 4.1.8.15. ([1] 1) [F20-OS2.1] [4.1.8.15.] 4.1.8.15. ([1] 1) [F20-OP2.1,OP2.3,OP2.4] [4.1.8.15.] 4.1.8.15. ([2] 2) [F20-OS2.1] [4.1.8.15.] 4.1.8.15. ([2] 2) [F20-OP2.1,OP2.3,OP2.4] [4.1.8.15.] 4.1.8.15. ([3] 3) [F20-OS2.1] [4.1.8.15.] 4.1.8.15. ([3] 3) [F20-OP2.1,OP2.3,OP2.4] [4.1.8.15.] 4.1.8.15. ([4] 4) [F20-OS2.1] [4.1.8.15.] 4.1.8.15. ([4] 4) [F20-OP2.1,OP2.4] [4.1.8.15.] 4.1.8.15. ([5] 5) [F20-OS2.1,OS2.4] [4.1.8.15.] 4.1.8.15. ([5] 5) [F20-OP2.1,OP2.4] [4.1.8.15.] 4.1.8.15. ([6] 6) [F20-OS2.1] [4.1.8.15.] 4.1.8.15. ([6] 6) [F20-OP2.1] [F22-OP2.4] [4.1.8.15.] 4.1.8.15. ([7] 7) no attributions [4.1.8.15.] 4.1.8.15. ([8] 8) no attributions [4.1.8.15.] -- ([9] --) no attributions [4.1.8.13.] 4.1.8.13. ([1] 2) [F22-OS2.3,OS2.4] [4.1.8.13.] 4.1.8.13. ([1] 2) [F22-OP2.3,OP2.4]

[4.1.8.13.] 4.1.8.13. ([1] 2) no attributions [4.1.8.16.] -- ([1] --) [F22-OS2.3,OS2.4]

[4.1.8.16.] -- ([1] --) [F22-OP2.3,OP2.4]

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[4.1.8.16.] 4.1.8.16. ([2] 1) [F20-OS2.1] Applies to portion of Code text: “Foundations shall be designed to resist the lateral load capacity of the SFRS…” [4.1.8.16.] 4.1.8.16. ([2] 1) [F20-OP2.1] Applies to portion of Code text: “Foundations shall be designed to resist the lateral load capacity of the SFRS…” [4.1.8.16.] -- ([3] --) no attributions [4.1.8.16.] -- ([4] --) no attributions [4.1.8.16.] 4.1.8.16. ([5] 2) [F20-OS2.2,OS2.4] [4.1.8.16.] 4.1.8.16. ([5] 2) [F20-OP2.2,OP2.4] [4.1.8.16.] 4.1.8.16. ([6] 3) ([a] a) [F22-OS2.4] [4.1.8.16.] 4.1.8.16. ([6] 3) ([a] a) [F22-OP2.4] [4.1.8.16.] 4.1.8.16. ([6] 3) ([b] b) [F22-OS2.4] [4.1.8.16.] 4.1.8.16. ([6] 3) ([b] b) [F22-OP2.4] [4.1.8.16.] 4.1.8.16. ([6] 3) ([c] c) [F20-OS2.4] [4.1.8.16.] 4.1.8.16. ([6] 3) ([c] c) [F20-OP2.4] [4.1.8.16.] 4.1.8.16. ([7] 4) [F20-OS2.1] [4.1.8.16.] 4.1.8.16. ([7] 4) [F20-OP2.1,OP2.4] [4.1.8.16.] 4.1.8.16. ([8] 5) ([a] a) [F20-OS2.1] [4.1.8.16.] 4.1.8.16. ([8] 5) ([a] a) [F20-OP2.1] [4.1.8.16.] 4.1.8.16. ([8] 5) ([b] b) [F22-OS2.4] [4.1.8.16.] 4.1.8.16. ([8] 5) ([b] b) [F22-OP2.4] [4.1.8.16.] 4.1.8.16. ([9] 6) [F20-OS2.4] [4.1.8.16.] 4.1.8.16. ([9] 6) [F20-OP2.4] [4.1.8.16.] 4.1.8.16. ([10] 7) [F20-OS2.2] [F22-OS2.4] [4.1.8.16.] 4.1.8.16. ([10] 7) [F20-OP2.2] [F22-OP2.4]



Proposed Change 869 Code Reference(s): NBC10 Div.B 4.1.8.16. Subject: Earthquake Load and Effects — Seismicity Title: Revisions to Sentence 4.1.8.16.(7): Foundation Provisions Description: This PCF provides clarification on the application of site class amplification/

deamplification for liquefaction studies.

EXISTING PROVISION

4.1.8.16. Foundation Provisions 1) Foundations shall be designed to resist the lateral load capacity of the SFRS, except that when the


2) 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.

3) In cases where IEFaSa(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 not less than two directions (see Appendix A),

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.

4) At sites where IEFaSa(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. (See Appendix A.)

5) At sites where IEFaSa(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


b) spread footings founded on soil defined as Site Class E or F shall be interconnected by continuous ties in not less than two directions.

6) Each segment of a tie between elements that is required by Clauses (3)(a) or (5)(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 IEFaSa(0.2), unless it can be demonstrated that equivalent restraints can be provided by other means. (See Appendix A.)

7) 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 1.1.3. and shall be taken into account in the design of the structure and its foundations. (See Appendix A.)

A-4.1.8.16.(1) Rocking Foundations. Information on foundations that are allowed to rock can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B). Th

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A-4.1.8.16.(3)(a) Interconnection of Foundation Elements. Information on the interconnection of piles or pile caps, drilled piers, and caissons can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.16.(4) Earthquake Lateral Pressures from Backfill or Natural Ground. Information on methods of computing the seismic lateral pressures from backfill or natural ground can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.16.(5)(a) Cyclic Inelastic Behaviour of Foundation Elements. Information on the cyclic inelastic behaviour of piles or pile caps, drilled piers, and caissons can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

A-4.1.8.16.(6) Alternative Foundation Ties. Alternative methods of tying foundations together, such as a properly reinforced floor slab capable of resisting the required tension and compression forces, may be used. Passive soil pressure against buried pile caps may not be used to resist these forces.

A-4.1.8.16.(7) Liquefaction. Information on liquefaction can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

PROPOSED CHANGE

[4.1.8.16.] 4.1.8.16. Foundation Provisions [1] 1) Foundations shall be designed to resist the lateral load capacity of the SFRS, except that when the


[2] 2) 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.

[3] 3) In cases where IEFaSa(0.2) is equal to or greater than 0.35, the following requirements shall be satisfied: [a] a) piles or pile caps, drilled piers, and caissons shall be interconnected by continuous ties in not

less than two directions (see Appendix A), [b] b) piles, drilled piers, and caissons shall be embedded a minimum of 100 mm into the pile cap or

structure, and [c] 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.

[4] 4) At sites where IEFaSa(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. (See Appendix A.)

[5] 5) At sites where IEFaSa(0.2) is greater than 0.75, the following requirements shall be satisfied: [a] a) piles, drilled piers, or caissons shall be designed and detailed to accommodate cyclic inelastic


[b] b) spread footings founded on soil defined as Site Class E or F shall be interconnected by continuous ties in not less than two directions.

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[6] 6) Each segment of a tie between elements that is required by Clauses (3)(a) or (5)(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 IEFaSa(0.2), unless it can be demonstrated that equivalent restraints can be provided by other means. (See Appendix A.)

[7] 7) 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 1.1.3., as modified by Article 4.1.8.4., and shall be taken into account in the design of the structure and its foundations. (See Appendix A.)

RATIONALE

Problem The possibility that Site Class conditions are not taken into account.

Justification - Explanation This is a clarification on how the Site Class conditions shall be taken into account.

Cost implications None- PCF is a clarification


Who is affected Building officials, Contractors, Consultants and Building Owners


[4.1.8.16.] 4.1.8.16. ([1] 1) [F20-OS2.1] Applies to portion of Code text: “Foundations shall be designed to resist the lateral load capacity of the SFRS…” [4.1.8.16.] 4.1.8.16. ([1] 1) no attributions [4.1.8.16.] 4.1.8.16. ([1] 1) [F20-OP2.1] Applies to portion of Code text: “Foundations shall be designed to resist the lateral load capacity of the SFRS…” [4.1.8.16.] 4.1.8.16. ([2] 2) [F20-OS2.2,OS2.4] [4.1.8.16.] 4.1.8.16. ([2] 2) [F20-OP2.2,OP2.4] [4.1.8.16.] 4.1.8.16. ([3] 3) ([a] a) [F22-OS2.4] [4.1.8.16.] 4.1.8.16. ([3] 3) ([a] a) [F22-OP2.4] [4.1.8.16.] 4.1.8.16. ([3] 3) ([b] b) [F22-OS2.4] [4.1.8.16.] 4.1.8.16. ([3] 3) ([b] b) [F22-OP2.4] [4.1.8.16.] 4.1.8.16. ([3] 3) ([c] c) [F20-OS2.4] [4.1.8.16.] 4.1.8.16. ([3] 3) ([c] c) [F20-OP2.4] [4.1.8.16.] 4.1.8.16. ([4] 4) [F20-OS2.1] [4.1.8.16.] 4.1.8.16. ([4] 4) [F20-OP2.1,OP2.4] [4.1.8.16.] 4.1.8.16. ([5] 5) ([a] a) [F20-OS2.1] [4.1.8.16.] 4.1.8.16. ([5] 5) ([a] a) [F20-OP2.1] [4.1.8.16.] 4.1.8.16. ([5] 5) ([b] b) [F22-OS2.4] [4.1.8.16.] 4.1.8.16. ([5] 5) ([b] b) [F22-OP2.4]

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[4.1.8.16.] 4.1.8.16. ([6] 6) [F20-OS2.4] [4.1.8.16.] 4.1.8.16. ([6] 6) [F20-OP2.4] [4.1.8.16.] 4.1.8.16. ([7] 7) [F20-OS2.2] [F22-OS2.4] [4.1.8.16.] 4.1.8.16. ([7] 7) [F20-OP2.2] [F22-OP2.4]

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Proposed Change 874 Code Reference(s): NBC10 Div.B 4.1.8.17.(1) Subject: Earthquake Load and Effects — Seismicity Title: Revisions to Sentence 4.1.8.17.(1) : Site Stability Description: The PCF provides clarification on the application of site class amplification/

deamplification for slope stability studies

EXISTING PROVISION

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 1.1.3. and shall be taken into account in the design of the structure and its foundations. (See Appendix A.)

A-4.1.8.17.(1) Slope Stability. Information on slope instability can be found in the Commentary entitled Design for Seismic Effects in the User's Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

PROPOSED CHANGE

[4.1.8.17.] 4.1.8.17. Site Stability [1] 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 1.1.3., as modified by Article 4.1.8.4., and shall be taken into account in the design of the structure and its foundations. (See Appendix A.)

RATIONALE

Problem The problem that site class conditions are not taken into account in slope stability studies.

Justification - Explanation This is a clarification on how the Site Class conditions shall be taken into account.

Cost implications None. The PCF is a clarification


Who is affected Building officials, Contractors, Consultants and Building Owners

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[4.1.8.17.] 4.1.8.17. ([1] 1) [F20-OS2.1] [4.1.8.17.] 4.1.8.17. ([1] 1) [F20-OP2.1] [F22-OP2.4]

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Proposed Change 752 Code Reference(s): NBC10 Div.B 4.1.8.18. Subject: Racking Storage Systems - Earthquake Title: Seismic Design for Steel Pallet Racks Description: This proposed change is intended to add requirements for the seismic

effects and anchorage for steel pallet storage racks.

EXISTING PROVISION



where












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f) for the purpose of applying Clause (e), a ductile connection is one where the body of the connection is capable of dissipating energy through cyclic inelastic behaviour.






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1 2 3 4 5 6

7

8

9

10

11

12 13 14 15

16

17







Access floors











1.00 1.00 1.00 -

1.00

1.00

1.00

1.00

1.00

1.00 1.00 1.00 1.50 1.50 0.70 1.00 1.00

1.50

1.00

1.00 2.50 2.50 -

2.50

1.00

1.00

1.00

1.00

1.00 1.00 2.50 1.00 2.50 1.00 1.00 1.00

1.00

2.50

2.50 2.50 2.50 -

2.50

2.50

2.50

1.50

2.50

2.50 1.25 2.50 1.25 2.50 2.50 2.50 3.00

3.00

5.00

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(1) See Sentence 4.1.8.18.(8).

(2) See Sentence 4.1.8.18.(9).

(3) See Sentence 4.1.8.18.(4).





where



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[14] --) 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 Subsection 4.1.8. (See Appendix A.)

Table [4.1.8.18.] 4.1.8.18.

Elements of Structures and Non-structural Components and Equipment Forming part of Sentence [4.1.8.18.] 4.1.8.18.([1] 1)


1 2 3 4 5 6

7

8

9

10

11







Access floors





1.00 1.00 1.00 -

1.00

1.00

1.00

1.00

1.00

1.00 1.00 1.00

1.00 2.50 2.50 -

2.50

1.00

1.00

1.00

1.00

1.00 1.00 2.50

2.50 2.50 2.50 -

2.50

2.50

2.50

1.50

2.50

2.50 1.25 2.50 Th

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12 13 14 15

16

17

18

19

20

21

22 23 23


24






Rigid components with ductile material and connections

Rigid components with non-ductile material or connections

Flexible components with ductile material and connections

Flexible components with non-ductile material or connections

Floor-mounted cantilever (4)steel pallet storage racks

Floor-mounted cantilever toxic or explosive materials or materials having a flash point below 38°C

steel pallet storage racks on which are stored

(4)

1.50 1.50 0.70 1.00 1.00

1.50

1.00

1.00

1.00

1.00

1.00

1.00 1.50

1.00 2.50 1.00 1.00 1.00

1.00

2.50

1.00

1.00

2.50

2.50

2.50 2.50

1.25 2.50 2.50 2.50 3.00

3.00

5.00

2.50

1.00

2.50

1.00

2.50 2.50

Notes to Table [4.1.8.18.] 4.1.8.18.:

(1) See Sentence 4.1.8.18.(8).

(2) See Sentence 4.1.8.18.(9).

(3) See Sentence 4.1.8.18.(4).

(4) See Sentence 4.1.8.18.(14)-2015 and Appendix A.

A-4.1.8.18.(14) Storage Racks. Free-standing steel pallet storage racks contain only materials typically loaded by forklift. Typically, only materials loaded by forklift are stored on floor-mounted cantilever steel pallet storage racks. These types of racks They are designed to store loaded pallets, however although in some cases, the stored material does not sit on a pallet., and they have no occupancy and no permanent access There is no occupancy within the racks. Additional informationInformation

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on racks can be found in the Commentary entitled Design for Seismic Effects in the User’s Guide – NBC 2015, Structural Commentaries (Part 4 of Division B). and in documents produced by the Rack Manufacturers Institute.

RATIONALE

Problem Currently the NBC does not address the seismic anchorage and effects of steel pallet racks. Racks can be very large and experience has shown that they can be a hazard to the building occupants and to the building itself if they fail in an earthquake. Racks should be designed for earthquake effects and loads for life safety reasons and currently there is no direct linkage between the NBC and rack design standards. The existing guidance on earthquake loads on racks is in the Commentary J of the Part 4 User's Guide. The thrust of the commentary material needs to be moved into the code proper and a link made, and coordinated with, the rack design standard that will appear in S16.

Justification - Explanation Add an entry for steel pallet racks in Table 4.1.8.18.

Cost implications No cost implications for racks that were being properly designed.

Enforcement implications This will help building officials ensure and enforce the proper design of pallet racks in earthquake zones.

Who is affected Building officials, consultants, contractors, rack manufactures, building owners


[4.1.8.18.] 4.1.8.18. ([1] 1) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([1] 1) [F20-OP2.3] [F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([2] 2) no attributions [4.1.8.18.] 4.1.8.18. ([3] 3) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([3] 3) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([4] 4) no attributions [4.1.8.18.] 4.1.8.18. ([5] 5) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([5] 5) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([6] 6) [F20,F22-OS2.1] [4.1.8.18.] 4.1.8.18. ([6] 6) [F20,F22-OP2.1,OP2.4] [4.1.8.18.] 4.1.8.18. ([7] 7) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([7] 7) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) [F20,F22-OS2.4] Applies to portion of Code text: “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 4.1.8.18.(1) …” [4.1.8.18.] 4.1.8.18. ([8] 8) [F20,F22-OP2.3,OP2.4] Applies to portion of Code text: “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 4.1.8.18.(1)…” [4.1.8.18.] 4.1.8.18. ([8] 8) ([a] a) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([a] a) [F20,F22-OP2.3,OP2.4]

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[4.1.8.18.] 4.1.8.18. ([8] 8) ([b] b),([c] c) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([b] b),([c] c) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([d] d) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([d] d) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([e] e) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([e] e) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([f] f) [4.1.8.18.] 4.1.8.18. ([9] 9) no attributions [4.1.8.18.] 4.1.8.18. ([10] 10) [F22-OS2.3,OS2.4] [4.1.8.18.] 4.1.8.18. ([10] 10) [F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([11] 11) [F22-OS2.1,OS2.3,OS2.4] [4.1.8.18.] 4.1.8.18. ([11] 11) [F22-OP2.1,OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([12] 12) [F20-OS2.1] [F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([12] 12) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([13] 13) [F20-OS2.1] [F22-OS2.3] [4.1.8.18.] 4.1.8.18. ([13] 13) [F20-OP2.1] [F22-OP2.3] [4.1.8.18.] -- ([14] --) no attributions

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Committee: Earthquake Design (2010-07.08.5) Last modified: 2014-06-10 Page: 1/10

Proposed Change 767 Code Reference(s): NBC10 Div.B 4.1.8.18. Subject: Earthquake Load and Effects Title: Seismic Provisions for Glass Description: This PCF is intended to add a requirement to consider the effects of building

lateral earthquake displacements on glazing systems.

EXISTING PROVISION



where












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f) for the purpose of applying Clause (e), a ductile connection is one where the body of the connection is capable of dissipating energy through cyclic inelastic behaviour.






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1 2 3 4 5 6

7

8

9

10

11

12 13 14 15

16

17







Access floors











1.00 1.00 1.00 -

1.00

1.00

1.00

1.00

1.00

1.00 1.00 1.00 1.50 1.50 0.70 1.00 1.00

1.50

1.00

1.00 2.50 2.50 -

2.50

1.00

1.00

1.00

1.00

1.00 1.00 2.50 1.00 2.50 1.00 1.00 1.00

1.00

2.50

2.50 2.50 2.50 -

2.50

2.50

2.50

1.50

2.50

2.50 1.25 2.50 1.25 2.50 2.50 2.50 3.00

3.00

5.00

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(1) See Sentence 4.1.8.18.(8).

(2) See Sentence 4.1.8.18.(9).

(3) See Sentence 4.1.8.18.(4).





where



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[14] --) Except as provided in Sentence (15), the relative displacement of glass in glazing systems, Dfallout, shall be equal to the greater of [a] --) , where

Dfallout = the relative displacement at which glass fallout occurs, and

Dp = the relative earthquake displacement that the component must be designed to accommodate, which is calculated in accordance with Article 4.1.8.13. and applied over the height of the glass component, or

[b] --) 13 mm. (See Appendix A.)

[15] --) Glass need not comply with Sentence (14), provided at least one of the following conditions is met: [a] --) IEFaSa(0.2) < 0.35, [b] --) the glass has sufficient clearance from its frame such that Dclear ≥ 1.25 Dp calculated as follows:

where

Dclear = 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,

hp = height of the rectangular glass panel,

C2 = averages of the top and bottom clearances between the horizontal glass edges and the frame, and

bp = width of the rectangular glass panel,

[c] --) the glass is fully tempered, monolithic, installed in a non-post-disaster building, and no part of the glass is located more than 3 m above a walking surface (see Appendix A), 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

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perimeter secured to the frame by a wet, glazed, gunable, curing, elastomeric sealant perimeter bead of 13 mm minimum glass contact width.

Table [4.1.8.18.] 4.1.8.18. Elements of Structures and Non-structural Components and Equipment



1 2 3 4 5 6

7

8

9

10

11

12 13 14 15







Access floors









1.00 1.00 1.00 -

1.00

1.00

1.00

1.00

1.00

1.00 1.00 1.00 1.50 1.50 0.70 1.00 1.00

1.00 2.50 2.50 -

2.50

1.00

1.00

1.00

1.00

1.00 1.00 2.50 1.00 2.50 1.00 1.00 1.00

2.50 2.50 2.50 -

2.50

2.50

2.50

1.50

2.50

2.50 1.25 2.50 1.25 2.50 2.50 2.50 3.00

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16 Pipes, ducts (including contents) containing toxic or explosive materials 1.50 1.00 3.00 17 Electrical cable trays, bus ducts, conduits 1.00 2.50 5.00 18 Rigid components with ductile material and connections 1.00 1.00 2.50 19 Rigid components with non-ductile material or connections 1.00 1.00 1.00 20 Flexible components with ductile material and connections 1.00 2.50 2.50 21 Flexible components with non-ductile material or connections 1.00 2.50 1.00

Notes to Table [4.1.8.18.] 4.1.8.18.:

(1) See Sentence 4.1.8.18.(8).

(2) See Sentence 4.1.8.18.(9).

(3) See Sentence 4.1.8.18.(4).

RATIONALE

Problem Glass breaking and falling out of its frame can be, and has been in previous earthquakes, a hazard to life safety. The NBC currently has no design requirements for this and this is a deficiency with life safety implications.

Neither the Canadian glass design standards nor ASTM 1300 (the U.S. glass design standard) have any requirements to consider earthquake displacements in the design of glass in buildings.

The U.S. relies on the requirements in ASCE 7-10 which are based on the FEMA/NEHRP requirements. Justification - Explanation Currently there are requirements in the NBC for various parts of buildings that may be a hazard in an earthquake. However, while glass can be more hazardous than many of them, there is no specific requirement to design glass for earthquake effects.

This addition provides detailed design requirements in the NBC where currently none exists.

The proposed change is taken directly (and slightly modified) from ASCE 7-10, 13.5.9, which has detailed requirements regarding the deflection of glass within its frame to prevent “Glass Fallout” and provides exceptions to the displacement limit requirements when certain steps are taken. It also references the American Architectural Manufacturers Association document on test procedures to determine glass fallout deflection limits.

Cost implications None for glazing that is being properly designed for earthquake effects.

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Enforcement implications This will support the role of building officials and provide them with guidance in applying the code.

Who is affected Building officials, consultants, contractors, manufacturers, building owners


[4.1.8.18.] 4.1.8.18. ([1] 1) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([1] 1) [F20-OP2.3] [F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([2] 2) no attributions [4.1.8.18.] 4.1.8.18. ([3] 3) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([3] 3) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([4] 4) no attributions [4.1.8.18.] 4.1.8.18. ([5] 5) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([5] 5) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([6] 6) [F20,F22-OS2.1] [4.1.8.18.] 4.1.8.18. ([6] 6) [F20,F22-OP2.1,OP2.4] [4.1.8.18.] 4.1.8.18. ([7] 7) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([7] 7) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) [F20,F22-OS2.4] Applies to portion of Code text: “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 4.1.8.18.(1) …” [4.1.8.18.] 4.1.8.18. ([8] 8) [F20,F22-OP2.3,OP2.4] Applies to portion of Code text: “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 4.1.8.18.(1)…” [4.1.8.18.] 4.1.8.18. ([8] 8) ([a] a) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([a] a) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([b] b),([c] c) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([b] b),([c] c) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([d] d) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([d] d) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([e] e) [F20,F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([e] e) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([8] 8) ([f] f) [4.1.8.18.] 4.1.8.18. ([9] 9) no attributions [4.1.8.18.] 4.1.8.18. ([10] 10) [F22-OS2.3,OS2.4] [4.1.8.18.] 4.1.8.18. ([10] 10) [F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([11] 11) [F22-OS2.1,OS2.3,OS2.4] [4.1.8.18.] 4.1.8.18. ([11] 11) [F22-OP2.1,OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([12] 12) [F20-OS2.1] [F22-OS2.4] [4.1.8.18.] 4.1.8.18. ([12] 12) [F20,F22-OP2.3,OP2.4] [4.1.8.18.] 4.1.8.18. ([13] 13) [F20-OS2.1] [F22-OS2.3] [4.1.8.18.] 4.1.8.18. ([13] 13) [F20-OP2.1] [F22-OP2.3] [4.1.8.18.] -- ([14] --) [F22-OS2.4] [4.1.8.18.] -- ([15] --) no attributions

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Committee: Housing and Small Buildings (2010-12.08.1.) Last modified: 2014-06-09 Page: 1/6

Proposed Change 881 Code Reference(s): NBC10 Div.B 9.7.1.1.(1)

NBC10 Div.B 9.7.3.1. NBC10 Div.B 9.7.4.2.(1)

Subject: Windows, Doors and Skylights (Part 9) Title: Performance of Main Entrance Doors Description: This proposed change clarifies the application of requirements to main

entrance doors that are located on the interior of buildings, and clarifies the performance expectations for such doors.


CCR 826, CCR 827, CCR 828

PROPOSED CHANGE

[9.7.1.1.] 9.7.1.1. Application [1] 1) This Section applies to windows, doors and skylights separating suites from other conditioned spaces,

unconditioned interior spaces, or the exterior. [a] a) windows, doors and skylights separating conditioned space from unconditioned space or the

exterior, and [b] b) main entrance doors.

[9.7.3.1.] 9.7.3.1. General Performance Expectations [1] 1) Except as provided in Sentences (2) to (4), windows, doors and skylights and their components

separating conditioned space from unconditioned space or the exterior shall be designed, constructed and installed so that, when in the closed position, they [a] a) resist the ingress of precipitation into interior space (see A-9.7.4.2.(1) in Appendix A), [b] b) resist wind loads, [c] c) control air leakage (see A-9.7.3.1.(3)(a) in Appendix A), [d] d) resist the ingress of insects and vermin, [e] e) where required, resist forced entry, and [f] f) are easily operable when not intended to be fixed.

[2] 2) Skylights and their components shall be designed, constructed and installed so that they resist snow loads.

[3] 3) Where Main entrance windows, doors and skylights and their components do not separate conditioned space from unconditioned space or the exterior, they shall be designed, constructed and installed so that, when in the closed position, they [a] a) control air leakage (see Appendix A), [b] b) resist the ingress of insects and vermin, [c] c) where required, resist forced entry, and [d] d) are easily operable when not intended to be fixed.

A-9.7.3.1.(3)(a) Controlling Air Leakage Through Windows, Doors and Skylights. Controlling air leakage may depend on the design of the building’s ventilation system. Where buildings are designed to

pressurize hallways so as to introduce airflow into suites, interior windows, doors and skylights are not required to perform as well as exterior ones with regard to the control of air leakage.

[4] 4) Storm doors for sliding doors and their components shall be designed, constructed and installed so that, when in the closed position, they

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[a] a) resist wind loads,

[b] b) control air leakage to a minimum allowable 5 m3h/m and a maximum allowable 8.35 m3h/m, [c] c) resist the ingress of insects and vermin, and [d] d) be easily operable.

[5] 5) Compliance with the performance requirements described in Sentences (1) to (4) shall be demonstrated by [a] a) complying with the requirements in [i]

i) Subsection 9.7.4. or 9.7.5., and [ii] ii) Subsection 9.7.6., or

[b] b) design and construction conforming to Part 5.

[9.7.4.2.] 9.7.4.2. General [1] 1) Manufactured and pre-assembled windows, doors and skylights and their installation shall conform to

[a] a) AAMA/WDMA/CSA 101/I.S.2/A440, “NAFS – North American Fenestration Standard/Specification for Windows, Doors, and Skylights” (Harmonized Standard),

[b] b) CSA A440S1, “Canadian Supplement to CSA A440S1, “Canadian Supplement to AAMA/WDMA/CSA 101/I.S.2/A440, NAFS – North American Fenestration Standard/Specification for Windows, Doors, and Skylights,”

[c] c) the remainder of this Subsection, and [d] d) the applicable requirements in Subsection 9.7.6.

(See Appendix A.)

A-9.7.4.2.(1) Standards Referenced for Windows, Doors and Skylights. Canadian Requirements in the Harmonized Standard In addition to referencing the Canadian Supplement, CSA A440S1, “Canadian Supplement to AAMA/WDMA/CSA

101/I.S.2/A440, NAFS – North American Fenestration Standard/Specification for Windows, Doors, and Skylights,” the Harmonized Standard, AAMA/WDMA/CSA 101/I.S.2/A440, “NAFS – North American Fenestration Standard/Specification for Windows, Doors, and Skylights,” contains some Canada- specific test criteria.

Standards Referenced for Excluded Products Clause 1.1, General, of the Harmonized Standard defines the limits to the application of the standard with respect to

various types of fenestration products. A list of exceptions to the application statement identifies a number of standards that apply to excluded products. Compliance with those standards is not required by the Code; the references are provided for information purposes only.

Label Indicating Performance and Compliance with Standard The Canadian Supplement requires that a product’s performance ratings be indicated on a label according to the

designation requirements in the Harmonized Standard and that the label include • design pressure, where applicable, • negative design pressure, where applicable, • water penetration test pressure, and • the Canadian air infiltration and exfiltration levels.

It should be noted that, for a product to carry a label in Canada, it must meet all of the applicable requirements of both the Harmonized Standard and the Canadian Supplement, including the forced entry requirements.

Water Penetration Resistance For the various performance grades listed in the Harmonized Standard, the corresponding water penetration resistance test

pressures are a percentage of the design pressure. For R-class products, water penetration resistance test pressures are 15% of design pressure. In Canada, driving rain wind pressures (DRWP) have been determined for the locations listed in Appendix C of the Code.

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To achieve equivalent levels of water penetration resistance for all locations, the Canadian Supplement includes a provision for calculating specified DRWP at the building site considering building exposure. Specified DRWP values are, in some cases, greater than 15% of design pressure and, in other cases, less than 15% of design pressure. For a fenestration product to comply with the Code, it must be able to resist the structural and water penetration loads at the building site. Reliance on a percentage of design pressure for water penetration resistance in the selection of an acceptable fenestration product will not always be adequate. Design pressure values are reported on a secondary designator, which is required by the Canadian Supplement to be affixed to the window. The DRWP given in the Canadian Supplement should be used for all products covered in the scope of the Harmonized Standard.

Uniform Load Structural Test The Harmonized Standard specifies that fenestration products be tested at 150% of design pressure for wind (specified

wind load) and that skylights and roof windows be tested at 200% of design pressure for snow (specified snow load). With the change in the NBC 2005 to a 1-in-50 return period for wind load, a factor of 1.4 rather than 1.5 is now applied for wind. The NBC has traditionally applied a factor of 1.5 rather than 2.0 for snow. Incorporating these lower load factors into the Code requirements for fenestration would better reflect acceptable minimum performance levels; however, this has not been done in order to avoid adding complexity to the Code, to recognize the benefits of Canada-US harmonization, and to recognize that differentiation of products that meet the Canadian versus the US requirements would add complexity for manufacturers, designers, specifiers and regulatory officials.

Condensation Resistance The Harmonized Standard identifies three test procedures that can be used to determine the condensation resistance of

windows and doors. Only the physical test procedure given in CAN/CSA-A440.2/A440.3, which is referenced in Table 9.7.3.3., can be used to establish Temperature Index (I) values. Computer simulation tools can also be used to estimate the relative condensation resistance of windows, but these methods employ different expressions of performance known as Condensation Resistance Factors (CR). I and CR values are not interchangeable.

Where removable multiple glazing panels (RMGP) are installed on the inside of a window, care should be taken to hermetically seal the RMGP against the leakage of moisture-laden air from the interior into the cavity on the exterior of the RMGP because the moisture transported by the air could lead to significant condensation on the interior surface of the outside glazing.

Basement Windows Clause 8.4.2, Basement Windows, of the Harmonized Standard refers to products that are intended to meet Code

requirements for ventilation and emergency egress. The minimum test size of 800 mm x 360 mm (total area of 0.288 m2) specified in the standard will not provide the minimum openable area required by the Code for bedrooms (i.e. 0.35 m2 with no dimension less than 380 mm) and the means to provide minimum open area identified in the standard is inconsistent with the requirements of the Code (see Subsection 9.9.10. for bedroom windows). The minimum test size specified in the standard will also not provide the minimum ventilation area of 0.28 m2 required for non-heating-season natural ventilation (see Article 9.32.2.2.).

Greenhouse Windows Greenhouse-type windows feature a sloped, roof-like top portion, which is subjected to the same snow loads as roofs.

The Canadian Supplement only applies the snow load calculation to skylights, which do not include greenhouse windows according to the definition for skylights given in the Canadian Supplement and the Harmonized Standard. Where such windows are used, it is recommended that snow loads on the top portion of the window be taken into account.

Performance of Doors: Limited Water Ingress Control While the control of precipitation ingress is a performance requirement for exterior doors, side-hinged doors can comply

with the referenced standard, AAMA/WDMA/CSA 101/I.S.2/A440, when tested with no pressure difference across the door. Such doors are identified with a “Limited Water” (LW) rating on the product label.

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Annex B of the referenced Canadian Supplement, CSA A440S1, states that doors with a limited water rating should only be installed in protected locations, such as in cold storage rooms or behind a storm door. The Exposure Nomograph in Annex A of CSA A440.4, “Window, Door, and Skylight Installation,” provides an acceptable method to determine whether a door is considered protected, which depends on overhang ratio, and the terrain and moisture index of the building location. A door with an LW rating and a low exposure could provide acceptable water penetration resistance.

RATIONALE

Problem 1. The term “main entrance door” is used in Sentence 9.7.1.1.(1) to desribe the application in Section 9.7. The more limited application of Sentence 9.7.2.1.(1) to “main entrance doors to dwelling units” is clear but the more general reference to “main entrance doors” in Sentences 9.7.1.1.(1) and 9.7.3.1.(3) are not.

2. There is a difference between the intents of Sentence Clause 9.7.3.1.(1) and the requriements in the referenced NAFS which causes confustion in the industry.

Clause 9.7.3.1.(1)(a) requires doors to “resist the ingress of precipitation into interior space” and the Intent statements refer to “limit[ing] the probability that ... doors ... will have inadequate resistance to loads imposed upon them by ... air pressure or water penetration, ... which could lead to: precipitation into interior space, ...”

Most doors comply with the performance requirements by complying with the North American Fenestration Standard/Specification for Windows, Doors, and Skylights (NAFS). Side-hinged doors, however can comply with the standard when water penetration is tested under zero pressure difference. This is not clear from the performance requirement in Sentence 9.7.1.3.(1) and may seem contrary to the intent.

3. While Sentence 9.7.3.1.(1) applies to all doors “separating conditioned space from unconditioned space or the exterior”, Sentence (3) is identified as an exception. This suggests that the required performance of main entrance doors is limited to the control of air leakage, resistance to insect and vermin ingress, resistance to forced entry, and ease of operation. Secondary entrance doors would also be required to resist precipitation ingress, and resist wind loads. There appears however to be no reason for the difference.

If the doors that are meant to be addressed by Sentence (3) are interior doors control of insect ingress is not an appropriate performance requirement and control of air leakage may have to be dealt with differently where ventilation is provided form the corridor.

Justification - Explanation 1. The proposed change clarifies the application and leaves the distcinction to interior and exterior doors to Article 9.7.3.1. and does not contradict the use of “main entrance door” in Sentence 9.7.2.1.(1)

2. The proposed change provides further guidance in the appendix note to Sentence 9.7.4.2.(1) that doors tested with zero pressure difference should not be used in applications where they are exposed to rain.

3. The proposed change qualifies the application of the air leakage performance criterion by providing guidance on certain ventilation designs pressurizing the hallways and using suite entrancve doors as fresh air intakes.

Cost implications This is a clarification and does not change the intent of the provision. There are therefore no incremental cost associated with this change.

The lack of a clear definition in the national code could become a hardship for the door industry if the different provincial interpretations lead to differing code enforcement standards across Canada.

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Enforcement implications This change can be enforced with available infrastructure with no increase in resources.

Clarifying the application of requirements to main entrance doors in the NBC 2010 will reduce the likelihood of jurisdictions having to provide the door industry with special interpretations, which would bear the risk of non- uniform and inconsistent application of national code requirements across Canada.


[9.7.1.1.] 9.7.1.1. ([1] 1) no attributions [9.7.3.1.] 9.7.3.1. ([1] 1) [F42,F55,F61,F62,F63-OH1.1] [F81-OH1.1] Applies to windows that provide required non-heating season ventilation.[F54,F55,F61,F62,F63-OH1.2] [F61,F62,F63-OH1.3] [9.7.3.1.] 9.7.3.1. ([1] 1) [F20,F55,F61-OS2.1,OS2.3] [9.7.3.1.] 9.7.3.1. ([1] 1) [F42-OH2.5] [9.7.3.1.] 9.7.3.1. ([1] 1) [F81-OS3.7] [9.7.3.1.] 9.7.3.1. ([1] 1) [F34-OS4.1] [9.7.3.1.] 9.7.3.1. ([2] 2) [F81-OH1.1] Applies to skylights that provide required non-heating season ventilation.[F20,F22-OH1.3] [9.7.3.1.] 9.7.3.1. ([2] 2) [F20-OS2.1,OS2.3] [9.7.3.1.] 9.7.3.1. ([3] 3) [F42,F55-OH1.1] [9.7.3.1.] 9.7.3.1. ([3] 3) [F42-OH2.5] [9.7.3.1.] 9.7.3.1. ([3] 3) [F81-OS3.7] [9.7.3.1.] 9.7.3.1. ([3] 3) [F34-OS4.1] [9.7.3.1.] 9.7.3.1. ([4] 4) [F20,F22-OS2.3] [9.7.3.1.] 9.7.3.1. ([4] 4) [F30-OS3.1] [9.7.3.1.] 9.7.3.1. ([4] 4) [F20,F61-OH1.1,OH1.2] [9.7.3.1.] 9.7.3.1. ([4] 4) [F34-OS4.1] [9.7.3.1.] 9.7.3.1. ([5] 5) no attributions [9.7.4.2.] 9.7.4.2. ([1] 1) [F20,F55,F61,F62,F63-OH1.1] [F81-OH1.1] Applies to windows that provide required non-heating season ventilation.[F54,F55,F61,F62,F63-OH1.2] [F20,F61,F62,F63-OH1.3] [9.7.4.2.] 9.7.4.2. ([1] 1) [F20,F21,F61-OS2.3]

[9.7.4.2.] 9.7.4.2. ([1] 1) [F10-OS1.5] Applies where windows, doors or skylights serve bedrooms, except bedrooms that have direct access to the exterior through an exit door or bedrooms that are in sprinklered suites. [9.7.4.2.] 9.7.4.2. ([1] 1) no attributions

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Committee: Housing and Small Buildings, Use and Egress (2010-06-06-05.)


Page: 1/3

Proposed Change 843 Code Reference(s): NBC10 Div.B 9.8.4.2. Subject: Stairs, Ramps, Handrails and Guards Title: Run of Stairs Serving Single Dwelling Units Description: This proposed change increases the dimension of run in stairs serving

single dwelling units. Related Proposed Change(s):

PCF 180, PCF 355, PCF 673, PCF 677, PCF 678

PROPOSED CHANGE

[9.8.4.2.] 9.8.4.2. Dimensions for Rectangular Treads (See A-9.8.4. in Appendix A.)

[1] 1) Except for stairs serving areas only used as service rooms or service spaces, the run, which is measured as the horizontal nosing-to-nosing distance, and the tread depth of rectangular treads shall comply with Table 9.8.4.2.

Table [9.8.4.2.] 9.8.4.2. Run and Tread Depth of Rectangular Treads


Stair Type

Rectangular Treads

Run, mm

Max.

Tread Depth, mm

Min. Max.

Private

Min.

(1)

Public (2)

355

No limit

210

255

280

355

No limit

235

280

Notes to Table [9.8.4.2.] 9.8.4.2.:

(1) Private stairs are exterior and interior stairs that serve a. single dwelling units, b. houses with a secondary suite including their common spaces, or c. garages that serve a) or b).

(2) Public stairs are all stairs not described as service stairs or private stairs.

[2] 2) The depth of a rectangular tread shall be not less than its run and not more than its run plus 25 mm.

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Page: 2/3

RATIONALE

Problem While step dimensions for public stairs were changed in recent code editions to have a larger run, step dimensions for private stairs are still unchanged at 210 mm.

The assessment of technical literature and statistics indicates that the current residential step dimensions in the NBC provide less than an acceptable level of performance. Falls in residential stairs result in an average of 314 deaths and 100 000 injuries annually.

For more details, see Section 3 of the attached Report on Step Dimensions in Dwelling Units (see link below under Supporting Documents)

Maximum tread depth for dwelling units

There does not seem to be any health or safety justification for the current maximum limitation of a 355 mm tread depth for retangular steps in dwelling units while there is no limit for the treads in the other Part 9 buildings.

Defined Term "Run"

The term "run" is proposed to become a defined term, which makes the definition incorporated into Sentence 9.8.4.2.(1) redundant.

Justification - Explanation Technical change

The assessment of technical literature, studies and reports indicates that falls are 3 times more likely to happen during descent and that steps with a larger run dimension would provide better foot placement, greater margins of stability and a more forgiving configuration, resulting in a reduction of fall incidents for all fall scenarios. Further more the benefits of larger run dimensions apply not only for the elderly who are most at risk, but for occupants in all age groups. However, the review indicated that no significant safety improvement could be attributed to smaller rise dimensions.

The literature review found

• a direct correlation between the dimensions of the run and the number of stair falls avoided • that larger runs will significantly increase the safety of stairs in homes by reducing the overall number of

falls, which would therefore reduce the annual health care speding

For more details, see Sections 4 to 7 of the attached Report on Step Dimensions in Dwelling Units (see link below under Supporting Documents)

Change to maximum tread depth in dwelling unit

With the deletion of the tread depth dimensions from table 9.8.4.2. for rectangular treads, a maximum tread depth of up to 380 mm would be permitted instead of the previous maximum 355 mm. This would allow the maximum run dimension (355 mm) plus a 25 mm nosing.

Defined Term "Run"

As the term "run" is proposed to become a proper defined term for the entire NBC, the deletion of the defintion in Sentence 9.8.4.2.(1) reduces duplication and the potential for confusion.

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Page: 3/3

Cost implications The expected benefit for various increased run dimensions compared to the minimum run currently required in the NBC was measured by the estimated reduction of fall incidents and expressed as direct savings.

The incremental construction cost was assessed considering the increased material cost and increased floor area required to accommodate various step dimensions and ceiling heights in the design.

The cost/benefit analysis showed a positive benefit for some step dimensions. Based on this analysis it could be estimated that the 255 mm run dimension would prevent 194 deaths over 75 years for one set of annual housing starts.

For more details, see Sections 5 to 7 of theattached Report on Step Dimensions in Dwelling Units (see link below under Supporting Documents)

Enforcement implications The enforcement of the provision will not require additional resources.

Who is affected builders, building officials, designers, stair manufacturers,

Supporting Document(s) The Report on Step Dimensions in Dwelling Units is available upon request.


[9.8.4.2.] 9.8.4.2. ([1] 1) [F30-OS3.1] [F10-OS3.7] [9.8.4.2.] 9.8.4.2. ([2] 2) [F30-OS3.1] [F10-OS3.7]

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Report on Step Dimensions in Dwelling Units

Prepared for the SCHSB and the SCUE

JTG on Step Dimensions in Dwelling Units

12/13/2013

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Table of Contents 0 EXECUTIVE SUMMARY .................................................................................................................................. 4

1 BACKGROUND .............................................................................................................................................. 6

2 REQUESTS OF THE CCBFC/EC, MANDATE AND METHODOLOGY .................................................................... 7

3 CURRENT SITUATION .................................................................................................................................... 8

3.1 RESIDENTIAL STAIR INSTALLATIONS ........................................................................................................................... 8 3.2 BURDEN OF FALL INCIDENTS .................................................................................................................................... 9

4 TECHNICAL LITERATURE, STUDIES AND REPORTS ........................................................................................ 12

5 BENEFIT ...................................................................................................................................................... 13

5.1 DIRECT BENEFITS ................................................................................................................................................ 14 5.2 INDIRECT BENEFITS .............................................................................................................................................. 15 5.3 QUALITATIVE BENEFITS ........................................................................................................................................ 15

6 COST OF CONSTRUCTION ............................................................................................................................ 17

6.1 ARCHETYPE HOME DESIGNS REVIEW ............................................................................................................................. 17 6.2 VARIOUS STEP DIMENSIONS AND DIRECT COST ........................................................................................................... 18 6.3 INDIRECT COST ................................................................................................................................................... 19 6.4 QUALITATIVE COSTS ............................................................................................................................................ 20

7 COST/BENEFIT ANALYSIS ............................................................................................................................. 21

7.1 COMPARATIVE ANALYSIS, METHODOLOGY ..................................................................................................................... 21 7.2 RESULTS OF DIRECT COST/BENEFIT ANALYSIS ............................................................................................................. 21 7.3 OVERALL (DIRECT AND INDIRECT) COST/BENEFIT ANALYSIS ........................................................................................... 22

8 CONCLUSION .............................................................................................................................................. 25

9 RECOMMENDATIONS.................................................................................................................................. 26

10 FUTURE CONSIDERATIONS .......................................................................................................................... 27

10.1 IMPACT OF PROJECTING NOSING ........................................................................................................................ 27 10.2 MUNICIPAL REGULATIONS ON HIGH DENSIFICATION ZONING .................................................................................... 27

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0 Executive Summary While step dimensions for public stairs were changed in recent code editions to have a larger run, step dimensions for private stairs are still under review. The Standing Committee on Housing and Small Buildings (SCHSB) expressed concern that the implementation of such a change in homes would require more floor space and could generate high cost and restrict design options without ensuring tangible safety improvement.

The SCHSB therefore forwarded a code change request on this issue to the Executive Committee (EC) of the Canadian Commission on Building and Fire Codes (CCBFC) for direction. After commissioning an independent report and soliciting feedback from stakeholders on this report and before approving any technical work for the Standing Committees (SCs), the EC requested an assessment of the technical literature and the cost/benefit impact of various step dimensions. The Standing Committee on Use and Egress (SCUE) and SCHSB struck a joint Task Group on Step Dimensions (JTG) to perform this assessment.

For the evaluation of the health burden of home stair-related falls in Canada, the JTG set the reference year as 2012. The JTG estimated that 314 deaths and 100 000 emergency room visits occurred in 2012 resulting in $476 million spent on health care because of residential stair falls.

For the cost/benefit analysis the JTG considered a single set of 118 000 housing starts (one year) and measured the impact of the benefits during the service life of the homes, which was estimated to be 75 years. The JTG considered various step dimensions and two ceiling heights and compared the incremental cost of installing stairs with larger runs against the expected reduction of deaths and health care expenses.

The JTG reviewed technical literature, including studies and reports on the subject of step dimensions, which revealed a direct correlation between run dimensions and the loss of balance or missteps, which are the precursor to falls on stairs. The JTG determined that falls are 3 times more likely to happen during descent and that steps with a larger run dimension would provide better foot placement, greater margins of stability and a more forgiving configuration, resulting in a reduction of fall incidents not only for the elderly who are most at risk, but for all age groups. The JTG found that the benefits of larger run dimensions apply to all age groups and fall scenarios. The review indicated that there is no direct correlation between fall incidents and smaller rise dimensions.

Through the same literature review the JTG determined the expected benefit for various run dimensions compared to the minimum run stated in the NBC. This benefit, measured by a reduction of fall incidents, ranges from 36% reduction of falls for a change to a 230-mm (9-in.) run to an 80% reduction in falls for changing to a run of 280 mm (11 in.). The expected benefit for a 255-mm (10-in.) run was estimated to be 64%. The JTG estimated the calculated direct savings and found that–depending on the proposed run dimension–the number of lives saved ranges from 109 to 242 for the 118 000 housing starts over 75 years and that the health care savings are reduced from $165 million to $367 million over the time period.

The JTG assessed the incremental cost of various step dimensions by using an average of $2,153 for each square meter ($200 for each square foot) of increased floor area. Predetermined narrow- lot house designs showed that 10% of existing home layouts would not be able to accommodate the new step dimensions, resulting in an increase in building area and lot size. Therefore, an

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amount of $10,000 for 10% of homes was added to the incremental cost to account for these home designs. The JTG determined that the increased floor area to accommodate larger stairs ranged from 0.25 sq. m. (2.7 ft.²sq. ft.) for 230-mm (9-in.) runs to 1.07 sq. m. (11.5 ft.²sq. ft.) for 280-mm (11-in.) runs. Changing the run to 280 mm (11 in.) and the rise to 178 mm (7 in.) would result in 1.64 sq. m. (17.6 ft.²sq. ft.) more space per house at a 2.74-m (9-ft.) ceiling height. The incremental cost per home would be between $1,542 and $4,391.

The cost/benefit analysis showed a positive benefit for some step dimensions. For instance, at both ceiling heights investigated (2.44 and 2.74 m [8 and 9 ft.]), a 255-mm (10-in.) run would prevent 194 deaths within a net direct benefit for one set of annual housing starts over 75 years.

The JTG concluded that • the current NBC requirements for the step dimensions of residential stairs provide a

performance level that is less than acceptable, • the long-term benefits over 75 years outweigh the one-time incremental installation cost

for some step dimensions, and • a larger run dimension in residential stairs can provide a positive benefit to Canadians in

reduced health care spending and a reduced number of stair-fall related deaths. The JTG felt strongly about introducing this change now as opposed to waiting another code cycle (5 years). The JTG estimated that during the next code cycle 13 000 fall incidents and 39 deaths could be prevented between 2015 and 2020 and an additional 4 400 incidents and 13 deaths each year after 2020. This would result in saving over 300 deaths by 2040. The JTG assessed the committee effort required to develop proposed changes at this stage as low.

The JTG unanimously recommends that the SCs • request approval from the CCBFC to work on step dimensions for residential stairs, • make all efforts to implement acceptable step dimensions for residential stairs into the

2015 NBC, and • strongly consider a minimum run dimension of 255 mm.

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1 Background Prior to the 1995 edition of the National Building Code (NBC), the required step dimensions were: Table 1-1 Step Dimensions 1990 NBC

Private Stairs * Public Stair Min Run 210 mm (8¼ in.) 230 mm (9 in.) Max Rise 200 mm (7⅞ in.) 200 mm (7⅞ in.) *Serving a single dwelling unit

In December 1992, the Canadian Codes Centre received a series of code change requests (CCRs) to change the current step dimension values (rise and run) in buildings. The proponent for the changes referred to data and studies supporting their claims that step dimensions (rise and run) of up to 178/280 mm (7/11 in.) would provide an increased level of safety over the current minimum code requirements. The proponent also stated that injuries resulting from falls on stairs would be reduced and therefore potentially saving money for the health care system if these new dimensions were implemented.

Following the CCRs, the proposed step dimensions 178/280 mm (7/11 in.) were accepted for public stairs in Part 3 of the 1995 edition of the NBC. The proposed dimensions for public stairs in Part 9 buildings were introduced in the 2010 edition.

However, one of the CCRs, to change the current step dimension values (rise and run) in dwelling units, is still under review. The SCHSB raised questions over the validity in the magnitude of the expected increase in the level of safety in residential homes and the potential cost and design restrictions to homeowners. The concerns were forwarded to the EC for direction.

The EC commissioned an independent consultant’s report in early 2010. The report “Literature Review of Stair Dimension and Fall Incidents in Homes” (KPMG Report) prepared by KPMG in October 2010, examined literature, studies and statistics related to step dimensions, falls and injuries on stairs.

The EC received the report in December 2010 and solicited feedback from interested parties. Stakeholders including Provincial and Territorial Regulators, and SC members were asked to review the report and provide their feedback.

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2 Requests of the CCBFC/EC, Mandate and Methodology Before approving any technical development related to step dimensions in dwelling units, the EC requested additional consideration on two specific areas

1. Assessment and gap analysis of a. technical literature, b. stakeholder feedback on the KPMG Report, c. studies and reports related to step dimensions, and d. statistics related to falls and injuries on stairs.

2. Impact assessment of various step dimensions in home designs in order to identify potential cost increase or design limitations.

This task was directed to the SCHSB and the SCUE. The SCs struck the JTG with the mandate to perform the above tasks and to prepare a report of their findings and recommendations (see the JTG Terms of Reference in Appendix 1).

The JTG had up to nine non-staff voting members representing the following interests:

• Safety Consultant/ Health Agency (3 members), • Home/Stair Designers or Builders (3 members), • Regulator (1 member), and • General Interest (2 members).

To accomplish its mandate, the JTG agreed on the following methodology:

1. Appraise the current situation in Canada regarding residential stair installations and the burden of incidents in these stairs (see Section 3).

2. Assess the technical literature, studies and reports (see Section 4). 3. Assess the potential benefit of various step dimensions in terms of reduction of incidents

in residential stairs (see Section 5). 4. Assess the incremental construction cost of various step dimensions (see Section 6). 5. Realize the cost/benefit analysis by comparing the expected benefit and the incremental

construction cost for various step dimensions (see Section 7). 6. Provide conclusions recommendations (see Section 8 and 9).

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3 Current Situation In order to estimate and compare the cost and benefit of various step dimensions, the current situation must be appraised. The appraisal will provide data that create a common platform connecting the costing information and the benefit and set the baseline for the estimation of the benefit.

First, the JTG established a baseline reference year, which ensures that data on the current situation, the expected benefit and the incremental construction cost refer to the same time period. The JTG agreed to use 2012 as the reference year. The JTG gathered data as close as possible to 2012. All monetary values were converted into 2012 dollars using the inflation calculator http://www.bankofcanada.ca/rates/related/inflation- calculator/ from the Bank of Canada.

3.1 Residential stair installations

The first part of the appraisal of the current situation concerns the residential stair installations. The JTG agreed that for the purpose of this report, the residential stair installation will be expressed in term of number of dwelling units or homes.

The JTG concluded that the number of existing homes in Canada affected by the proposal includes single-detached dwelling units, semi-detached dwelling units and townhomes. This number is essential in establishing the incidence of falls in a dwelling unit.

Data from Statistics Canada between 2010 and 2011 was used and a 2012 value was extrapolated (see Appendix 2). The JTG determined that the number of existing dwelling units in 2012 was 9203 million. The JTG needed to predict the number of housing starts expected to be built annually to quantify and compare the anticipated benefit and the installation cost on an annual basis. The Altus Group (see Appendix 3) recently forecasted that 118 000 units would be built per year. The JTG determined that the number of new housing starts is 118 000 units per year in Canada. The JTG estimated the service life of a set of stairs, which determines the duration of the expected benefit. As it is unlikely that a new stair configuration will be installed into an existing home, the service life of a set of stairs was established based on the average service life of homes. The JTG determined that the service life of residential stairs is 75 years. The last element regarding the current stair installation is the step dimensions. Articles 9.8.4.1 and 9.8.4.2. of Division B of the NBC 2010 state the required minimum step dimensions in residential stairs. These values are indicated in Table 1-1 and illustrated in Figure 3-1.

http://www.bankofcanada.ca/rates/related/inflation-calculator/�

http://www.bankofcanada.ca/rates/related/inflation-calculator/�

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Figure 3-1 Appendix A-9.8.4., NBC 2010

The JTG agreed to use these minimum code requirements as the baseline values for the existing built stairs. Although the JTG recognized that residential stairs have been built using other dimensions they concluded that these situations represent a minority of the built installations. Furthermore, having considered subsets of stairs with larger run or smaller rise than the limits stated by the NBC would have resulted in a smaller construction cost increase, smaller benefit realized and a cumulative minor impact on the cost benefit analysis. Consequently, for the purpose of this exercise, the JTG assumed that all existing residential stairs are built with a run of 210 mm (8¼ in.) and a rise of 200 mm (7⅞ in.).

3.2 Burden of fall incidents

The second part of the appraisal of the current situation concerns the burden of fall incidents on residential stairs.

The JTG reviewed a series of research and statistic reports to assess the magnitude of the problem related to stair fall incidents in Canada as well as other countries. The objective was to measure the direct burden of fall incidents i.e. deaths, hospitalizations, Emergency Room visits (ER visits), and health care spending as well as related indirect spending. Deaths, health care spending and indirect spending form the basis from which the potential benefit in terms of reduction of incidents and health care saving (reduction of spending) can be estimated.

The following subsection presents the JTG findings on the magnitude of direct burden on fall incidents in Canada.

The JTG reviewed number of deaths for all locations in Canada related to stair falls [Table 102- 0540 from Statistics Canada (see Appendix 4) and Table 1 from the Public Health Agency of Canada (PHAC) Report (see Appendix 5)].

Data indicated that deaths on stairs were stable from 2001 to 2007. The trend observed in 2008 and 2009 was taken into consideration when establishing the number of deaths. The increase of deaths in 2008 and 2009 can be attributed to demographic change in the elderly group, which represents 15% of the population but account for 67% of stair-fall deaths. Figure 3–2 provides the number of deaths related to stairs from 2001 to 2009 by age group.

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450 400

350

300

250

200

150

100

50

0 2000

Total, all ages

0 to 64 years

65 years and older

2001 2002 2003 2004 2005 2006 2007 2008 2009 Year

Figure 3-2 Deaths, Fall on and from Stairs and Steps [W10]

The JTG agreed to use the average value of the last 2 years of the available data (2008 and 2009) and determined that 383 deaths could be attributed to all stair falls in 2012.

The JTG reviewed Tables 3 and 4 of the PHAC Report (see Appendix 5) on fall incidents from stairs leading to hospitalizations and agreed to use the average of yearly hospitalization from the data available (2001 to 2009). Stairs represent 21% of all major injury hospitalizations due to unintentional falls in Canada. The average number of hospitalizations found was split to include brain injuries, which are very serious injuries requiring long term care. Fall stairs leading to brain injuries are three times more frequent on children than adults. The JTG determined the number of hospitalizations for 2012 to be 10 759 including 1 000 brain injuries.

The JTG reviewed the National Ambulatory Care Reporting System (NACRS) data (see Appendix 6), which provides Ontario’s stair fall incidents leading to hospitalizations and ER visits with no hospital admission (non-hospitalization). The data indicate that the average ratio of non-hospitalization/ hospitalization is around 11. Consequently, the JTG determined that the number of ER visits was 11 times the number of hospitalizations, which resulted in 128 729 visits for 2012. This number exceeds structural and fire related ER visits by a factor of 100.

The JTG initially agreed to estimate hospitalization spending at $1 000 per day. However, the average stay for one hospitalization was not available. Furthermore, the brain injury and ER visit spending were also difficult to assess. The SmartRisk Report (see Appendix 7) provides 2004 spending for stair injuries. The value of $432 million was converted into 2012 dollars. Also, the 2012 value was adjusted to consider the population growth and the aging population from 2004 to 2012 (see Appendix 8). The JTG agreed that the SmartRisk value be the estimated 2012 spending for all health care services (hospitalizations, brain injury treatments and ER visits) and be set at $580 million.

As the values mentioned above are for all buildings and stair types, the JTG estimated the direct burden attributed to residential stairs.

Num

ber o

f Dea

ths

11 | P a g e

Table 5 from the PHAC Report (see Appendix 5) provides information on the location of stairs where falls occur, specifically the portion of stair-fall incidents attributed to residential stairs. The JTG concluded that 82% of stair-related incidents can be attributed to residential settings. The finding is consistent with other international publications. The JTG used this factor (82%) and converted the direct burden mentioned above attributed to all locations.

Therefore, the direct burden of falls in residential stairs for 2012 is estimated to:

• 314 deaths • $476 million of health care spending

The JTG assessed indirect spending related to stair injuries. The SmartRisk Report (see Appendix 7) estimated indirect spending due to societal productivity losses at $204 million (2004 dollars). The report states that:

“Under the human capital methodology, indirect spending is societal productivity losses, which account for the injured individual’s inability to perform his or her major activities. The value of time lost from work and homemaking due to morbidity, disability, and premature mortality is measured by earnings data and the market value of unperformed homemaking services. In accordance with the human capital methodology, this includes only foregone earnings calculated as average earnings, adjusted by the participation rate and unemployment rate, over the relevant period within the working life of an individual from ages 15 to 64 years inclusive.”

Furthermore, this report adds the following:

“As well as these economic costs, there are certain intangible costs associated with injuries, such as pain and suffering, economic dependence, and social isolation. While these costs are difficult to quantify in economic terms, they are costs nonetheless and should at least be identified. Too many Canadians have their lives and those of their families irrevocably changed forever as a result of injury. This report did not attempt to quantify these costs and, hence, the indirect costs cited can be considered conservative.”

The JTG desire was to quantify some intangible losses and to include them as indirect spending. The JTG reviewed literature that attempted to quantify intangible losses such as pain and suffering.

Laurence 2000 (see Appendix 12) states that:

“Of this total, medical costs account for 9% and work loss for15%, while pain and suffering accounts for the majority of costs (76%).”

The JTG agreed that the indirect overall spending related to stair fall injuries in stairs includes:

• time lost from work and homemaking due to o morbidity, o disability, and o premature mortality, and

• pain and suffering (Laurence 2000 estimated at 8.4 times (76/9 percent) the medical costs).

The JTG determined that the indirect spending is 10 times the health care spending.

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4 Technical Literature, Studies and Reports The JTG considered technical literature, studies, and other reports related to step dimensions. Members of the JTG and observers were invited to forward any relevant pieces of information regarding step dimensions and their impact on safety. All material provided as well as material already gathered by staff were made available for discussion. The KPMG Report and stakeholder feedback on this report were also made available.

Members determined that the KPMG Report was not conclusive and agreed to update the findings with more recent studies and reports. Appendix 13, which was graciously provided by Dr. Alison C. Novak, PhD, Rehabilitation Science, Toronto Rehab Institute, presents a summary of these findings.

The JTG reviewed the mechanism of falls on stairs and found that loss of balance or missteps are a precursor to falls on stairs.

• A loss of balance occurs when the centre of mass of an individual goes beyond the edge of a step.

• A misstep is caused by a tripping, overstep or heel scuff. • Trips are caused by unexpected toe or heel contact with the step edge (during ascent) or

by heels catching on vertical projections on step treads (during descent). • Oversteps occur during descent when foot placement occurs beyond the step edge. • Heel scuffs occur when one overcompensates foot placement to avoid overstepping,

which results in unwanted contact between the heel and the riser.

The literature reviewed indicates that there is 3 times more falls during descent. The JTG recognized that the loss of balance or missteps increase the risk of falling and the incidence of falls. The elderly are more susceptible to the risks of falling due to a reduction in ability and coordination,. Statistics reviewed confirm the vulnerability of elderly.

The literature presented indicates that larger runs offer more space for better foot placement, greater margins of stability and a more forgiving configuration for all age groups. This configuration would decrease the risk of falling by reducing the likelihood that a loss of balance or a misstep will occur.

Improved step geometry can significantly mitigate risk of falls for all age groups and even despite involving intoxication, high heels, poor lighting condition, etc.

In 2008, Wright and Roys (see Appendix 9) demonstrated the correlation between the number of falls occurring in a stair and the dimension of its run. The research conducted at the StairLab in Toronto corroborates this correlation (see Appendix 13).

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5 Benefit This section of the report identifies the potential benefits of changing the current step dimensions required by the NBC to various step dimensions. Canadian statistics and technical literature mentioned above were also considered to determine the impact of step dimensions on falls and injuries and their related health care spending.

From the information mentioned above, the JTG determined the anticipated benefit for each step dimension. Furthermore, the JTG agreed that the benefit would apply to all fall scenarios. From the same information, the JTG studied the influence of the rise dimensions on stair safety and determined that there was no correlation between incidence of falls and the dimension of the rise of the step. The JTG discussed the impact of a slight increase of the maximum rise by 5 mm (1/16 in.). This small change would allow buildings to have fewer steps, which may reduce the impact of larger run dimensions. The JTG felt that the available data does not support such a change, which may have an unintended negative impact on the youngest and oldest demographics. The JTG recommends that the maximum rise in the NBC be maintained and agreed that cost/benefit analysis consider different run dimension with no change in the rise dimension. However, Wright and Roys 2008 (see Appendix 9) demonstrates a correlation between the number of falls occurring in a stair and the dimension of its run. The performance of each run dimension was evaluated using the finding of the report. The expected benefit, in term of reduction of incidents for a variety run variation is shown in Table 5–1. Table 5-1 Expected Benefit

Change of Run Dimension

Reduction of number of falls

210 to 235 mm (8¼ to 9 in.)

36%

210 to 240 mm (8¼ to 9½ in.)

46%

210 to 255 mm (8¼ to 10 in.)

64%

210 to 267 mm (8¼ to 10½ in.)

71%

210 to 280 mm (8¼ to 11 in.)

80%

The JTG agreed to use these values as expected benefit in terms of fall reduction and incidents avoided.

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30.0%

25.0%

20.0%

15.0%

10.0%

5.0%

0.0% 2010 2015 2020 2025 2030 2035 2040 2045 2050 2055 2060

Year

5.1 Direct benefits

The direct saving represents the reduction of direct burden of falls in residential stairs (see Subsection 3.2).

The JTG evaluated the benefits for five proposed run dimensions. The JTG assumed that the number of falls prevented remains constant throughout the study period (stair service life). Therefore, the direct savings were assumed to be only subjected to inflation.

However, as shown in Figure 5–1, the projected population predicted by Statistics Canada (see Appendix 10) anticipates that the population 65 years old and over would increase from 15% in 2013 to 25% in 2055. Statistics presented above (see also Appendix 5) show that the elderly portion of the population accounts for half of all hospitalizations and two thirds of all deaths. The JTG recognized that it would be more realistic to expect that the 2012 burden of stairs falls would increase according to this demographic change (aging population) but decided not to quantify this factor in the assessment of the benefit. Figure 5-1 Projected growth of the group of the population over 64

The JTG estimated the anticipated direct saving for one group of yearly new housing starts over the service life of the stairs. The values were computed for the five new run dimensions using the pre-established conditions and assumptions above and the equation 5–1.

• Burden: the burden of incidents estimated for 2012 (314 deaths and $476 million of health care spending)

• Total number of dwelling units: the overall Canadian existing residential installation estimated for 2012 (9.2 million units),

• New housing starts: the estimated annual housing starts (118 000 units) • Reduction of fall: the percentage of reduction of fall for various run dimensions, Table 5–

1 (from 36 to 80%) • Service Life: the duration that the expected benefit of the new provision will occur (75

years).

Port

ion

of th

e Po

pula

tion

65 a

nd O

lder

15 | P a g e

Equation 5-1 Direct Savings

𝑫𝒊𝒓𝒆𝒄𝒕 𝑺𝒂𝒗𝒊𝒏𝒈𝒔 = 𝑹𝒆𝒅𝒖𝒄. 𝑭𝒂𝒍𝒍𝒔 ×

�

𝐁𝐮𝐫𝐝𝐞𝐧

𝐄𝐱𝐢𝐬𝐭.

𝐈𝐧𝐬𝐭.

� × 𝐍𝐞𝐰 𝐈𝐧𝐬𝐭.× 𝐒𝐞𝐫𝐯𝐢𝐜𝐞 𝐋𝐢𝐟𝐞

Consequently, the direct saving for one group of yearly new housing starts over the service life of the stairs is shown on table 5–2. Table 5-2 Calculated Direct Savings

Change on the Run

Dimension

Calculated Direct Savings

Number of lives saved

Health Care Savings (M)

210 to 235 mm (8¼ to 9 in.)

109

$165

210 to 240 mm (8¼ to 9½ in.)

139

$211

210 to 255 mm (8¼ to 10 in.)

194

$293

210 to 267 mm (8¼ to 10½ in.)

215

$325

210 to 280 mm (8¼ to 11 in.)

242

$367

5.2 Indirect benefits

As mentioned at Subsection 3.2., the JTG determined that the indirect spending is 10 times the health care spending on stair injuries. The same ratio was used to estimate the indirect benefit. Therefore, the JTG estimated the indirect saving to be 10 times the direct saving.

5.3 Qualitative benefits

The JTG identified other benefits but did not consider these items in the cost/benefit analysis as there was no data or quantifiable information available. Such benefits are listed below:

5.3.1 Steepness of stair and severity of injuries

The relation between the steepness of the stairs, which is a function of the rise and run dimensions, and the severity of injuries occurring in these stairs was discussed. The JTG agreed that the laws of physic suggest a decrease of injury severity with a reduction of the stair slope.

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5.3.2 Friction cost saving

Friction costs are series of expenses that are not part of direct and indirect spending. The followings are a few examples:

• Expenses encountered by employers to replace an injured employee • Travel cost to go to health care treatments • Burden on relatives

5.3.3 Usability of stairs

Research has shown that people prefer using a stairs with longer run and shorter rise. Such stairs are more comfortable to use and require less effort. More favourable slopes would also imply that the elderly population may stay in their homes longer, which further reduces the burden on the health care system.

5.3.4 Attractive feature for future buyers

Stairs with new step dimensions may become an attractive feature for the resale market and provides a selling advantage.

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6 Cost of Construction This section of the report presents the JTG assessment of the cost impact of various step dimensions in predetermined archetype house designs to identify incremental cost and design limitations.

6.1 Archetype home designs review

The JTG mandated an external contractor to assess how various step dimensions can be incorporated into 10 predetermined archetype house designs and which design impacts result. The 5 step dimensions to be considered are:

• 197 mm (7¾ in.) max. rise/255-mm (10-in.) run • 191 mm (7½ in.) max. rise/255-mm (10-in.) run • 184 mm (7¼ in.) max. rise/267-mm (10½-in.) run • 178 mm (7 in.) max. rise/280-mm (11-in.) run • maximum rise as per the current NBC 2010/280-mm (11-in.) run

The author of the archetype home design review concluded (see Appendix 11): "The wide variety of archetype house designs and the 4 step dimension options to be explored for each makes for a lot of subjective design work. These design options may be acceptable to some builders and unacceptable to others…

In general, when a new step dimension needs to be designed into an existing floor plan, a designer tries to minimize the net changes in the floor plan. This usually means that integration of a traditional set of winders is needed to help make up space for the extra risers needed. This is true for 9 of the 10 houses reviewed in this paper. The JTG will need to weigh the added safety benefits of the proposed step dimensions vs. the integration of traditional winders into almost every house design explored and the additional costs associated with winders and their required handrails. We also explored the option of not having traditional winders but instead having a flat landing and seeing what the design impacts were. Typically this is where we encountered the most impact on the house design. In some plans there was space to accommodate this, in others there was not. When a designer designs a new house from scratch, incorporating the proposed step dimensions is easier. When we do a new conceptual design, the stairs are one of the first elements that we give space consideration to. However, due to the wide variety of factors influencing the design of a house (i.e. lot size, budget, client requests, etc.), it is almost impossible to say with any certainty the exact impact on design and costs on yet to be designed houses."

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6.2 Various step dimensions and direct cost

The JTG reviewed the sub-mentioned conclusions of the archetype home design review and concluded the following:

The archetype report considered two variables simultaneously (run and rise). However, the JTG agreed that the rise dimensions would not impact the benefit; therefore, the costing information cannot be directly exported within the cost/benefit study.

The JTG estimated that the best method that can be used to evaluate the direct costing of larger run dimensions was to evaluate the amount of additional floor area required to accommodate a straight flight of stairs 1 020 mm (40-in.) wide. This width is the average width of stairs considered in the archetype home design review (from 965 to 1 066 mm [38 to 42 in.]) see Appendix 11. The JTG considered the following scenarios for each run dimensions reviewed:

• A 1 020 mm (40-in.)wide stair serving a 2.44-m (8-ft.) ceiling elevation (14 risers or 13 treads)

• A 1 020 mm (40-in.)wide stair serving a 2.74-m (9-ft.) ceiling elevation (16 risers or 15 treads)

As an estimate for the installation incremental cost, the JTG agreed to use an average of $2 153 per sq. m. ($200 per ft.²sq. ft.) of increase floor area required by the new step dimensions. This value was considered to be a reasonable estimation that includes all cost related to the new run dimension and the cost for a small increase of the lot size. No fixed cost such as plan review was considered. The JTG agreed that this cost may temporally apply during the first few years following the implementation of the proposal.

However, the archetype home design review showed that for 10% of homes reviewed, the existing layout would not accommodate new step dimensions without major changes. These major changes would be a change to the home perimeter and a corresponding change in lot size to accommodate the new stair dimension. This concern was also raised by the home builders industry. Consequently, to consider those scenarios, an additional cost of $10,000 was added to 10% of the homes. This represents $1.000 per home ($10,000 x 10%). Equation 6–1 was used to calculate the direct installation cost. The added floor area represents the increase of size of the tread (∆ run x stair width) time the number of treads of a strait flight between floors. Equation 6–1 Direct Installation Cost

𝑫𝒊𝒓𝒆𝒄𝒕 𝑰𝒏𝒔𝒕 𝑪𝒐𝒔𝒕 = $𝟐𝟎𝟎/𝒇𝒕. ² × 𝐚𝐝𝐝𝐞𝐝 𝐟𝐥𝐨𝐨𝐫 𝐚𝐫𝐞𝐚 [𝒇𝒕.𝟐 ] + $𝟏, 𝟎𝟎𝟎

Table 6–1 shows the result of the equation 6–1 per home. The table also includes the results of the initial proposal 178/280 mm (7/11 in.) of the CCR.

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Table 6-1 Added Floor Area and Direct Installation Cost per Home

Run

change

210 to 235 mm

(8¼ to 9 in.)

210 to 240 mm (8¼ to 9½ in.)

210 to 255 mm (8¼ to 10 in.)

210 to 267 mm (8¼ to 10½ in.)

210 to 280 mm (8¼ to 11 in.)

178/280 mm (7/11 in.) Proposal

2.44-m (8-ft.) ceiling

0.25 m² (2.7 ft.²)

$1,542

0.42 m² (4.5 ft.²)

$1,903

0.59 m² (6.3 ft.²)

$2,264

0.75 m² (8.1 ft.²)

$2,625

0.92 m² (9.9 ft.²)

$2,986

1.49 m² (16.0 ft.²)

$4,208


0.29 m² (3.1 ft.²)

$1,583

0.48 m² (5.2 ft.²)

$1,972

0.68 m² (7.3 ft.²)

$2,361

0.87 m² (9.4 ft.²)

$2,750

1.07 m² (11.5 ft.²)

$3,139

1.64 m² (17.6 ft.²)

$4,361

Therefore the annual direct installation cost for the 118 000 new housing starts is as follows: Table 6-2 Direct Installation Cost for New Housing Starts, Annually (M)

Run change

210 to 235 mm

(8¼ to 9 in.)

210 to 240 mm (8¼ to 9½ in.)

210 to 255 mm (8¼ to 10 in.)

210 to 267 mm (8¼ to 10½ in.)

210 to 280 mm (8¼ to 11 in.)



$182

$225

$267

$310

$352

$497


$192

$241

$290

$339

$388

$533

The JTG assumed that the installation costs are only subject to inflation without any other increase or decrease in future years.

6.3 Indirect cost

Similar to indirect benefits, the JTG agreed to consider the indirect costs of the proposal. These costs are associated with a reduction of housing starts due to the increased cost of building homes with the proposed step dimensions. In a report prepared by Altus (see Appendix 3), they estimated that every $1,000 increase in the price of a home would result in a reduction of 3 100 housing starts which has an economic impact of $400 million per year. Using this conclusion, the JTG calculated the indirect cost as follows: Equation 6–2 Indirect Installation Cost

𝑰𝒏𝒅𝒊𝒓𝒆𝒄𝒕 𝑰𝒏𝒔𝒕. 𝑪𝒐𝒔𝒕 = 𝟑. 𝟑𝟗 × 𝑫𝒊𝒓𝒆𝒄𝒕 𝑰𝒏𝒔𝒕. 𝑪𝒐𝒔 Where

𝟑. 𝟑𝟗 =

$𝟒𝟎𝟎 𝐌

$𝟏, 𝟎𝟎𝟎 𝒊𝒏𝒔𝒕. 𝒊𝒏𝒄𝒓𝒆𝒂𝒔𝒆 × 𝟏𝟏𝟖 𝟎𝟎𝟎

𝒊𝒏𝒔𝒕. Note that this expression can also be stated that an increase of 1% of the cost would result in a decrease of 3.39% of sale.

20 | P a g e

6.4 Qualitative Costs

The JTG were invited to identify other costs. One qualitative cost, such as urban densification, was identified but not consider in the cost/benefit analysis since there was no data or quantifiable information available.

6.4.1 High densification zoning

In some areas of the municipalities, zoning regulations demand smaller lots and higher densification. These new municipal laws impose restrictions on builders. By requiring stairs that occupy a larger floor area, builders are further constrained.

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50 $M

0 $M

-50 $M -100 $M 8 ft ceiling

9 ft ceiling

-150 $M -200 $M

210 to 235 210 to 240 210 to 255 210 to 267 (8¼ to 9 in.) (8.¼ to 9½ in.) (8¼ to 10 in.) (8¼ to 10½ in.)

210 to 280 (8¼ to 11 in.)

7-11 Proposal

Step Dimensions

7 Cost/Benefit Analysis This portion of the report presents the cost/benefit analysis for different step dimensions and two ceiling heights as presented above.

7.1 Comparative analysis, methodology

As mentioned above, the JTG agreed to assume that the benefit and the construction cost are constant and only subjected to inflation. Consequently, the comparative assessment and the ratio between the benefit and the cost will remain the same for any set of homes built at any giving year. Therefore, the JTG agreed to compare the cost and benefit on a single set of housing starts (estimated to 118 000 units) built during the first year following the reference. The cost to install larger stairs in these homes in the first year will be compared to the benefits occurring during the 75-year study period (service life of the stairs).

The comparative impact analysis was run twice: first to consider only direct costs and benefits, and second to include all direct and indirect costs and benefits. Subsections 7.2 and 7.3 present the results.

7.2 Results of direct cost/benefit analysis

The difference between the direct saving and installation costs is illustrated in Figure 7–1 and expressed in term of net direct benefit. Figure 7-1 Net Direct Benefit for Various Step Dimensions

Figure 7–1 does not even consider the benefit of the number of lives saved. This direct benefit, which is expressed in term of lives saved, is difficult to combine to other direct costs and benefits, which are expressed in dollars. The attribution of a monetary value of a life is a controversial and theoretical statistical number associated with the monetary value of a life based on many factors including population distribution, wealth of the population, and remaining life expectancy.

Net

Dire

ct B

enifi

t ($M

)

22 | P a g e

$800,000

$600,000

$400,000

$200,000

$0

($200,000)

8 ft ceiling 9 ft ceiling

210 to 235 210 to 240 210 to 255 210 to 267 210 to 280 7-11 Proposal (8¼ to 9 in.) (8.¼ to 9½ in.) (8¼ to 10 in.) (8¼ to 10½ in.) (8¼ to 11 in.)

Step Dimensions

Consequently, the JTG agreed to use the calculated cost of one life saved to link the net direct benefit to the number of lives saved as an indicator of the direct benefit. This indicator is obtained by dividing the difference between the Direct Inst Cost and the Direct Health Care Saving (Net Direct Costing) by the number of lives saved. Equation 7–1 Calculated Value of One Life Saved

𝐃𝐢𝐫𝐞𝐜𝐭 𝐈𝐧𝐬𝐭. 𝐂𝐨𝐬𝐭 − 𝐃𝐢𝐫𝐞𝐜𝐭 𝐇𝐂 𝐒𝐚𝐯𝐢𝐧𝐠

𝑪𝒂𝒍𝒄. 𝑪𝒐𝒔𝒕 𝒐𝒇 𝑶𝒏𝒆 𝑳𝒊𝒇𝒆 𝑺𝒂𝒗𝒆𝒅 =

�

�

𝐍𝐮𝐦𝐛𝐞𝐫 𝐨𝐟 𝐥𝐢𝐯𝐞𝐬 𝐬𝐚𝐯𝐞𝐝

Figure 7–2 shows the calculated value of one life saved for different run dimension as well as for two ceiling heights. Figure 7-2 Net Cost Benefit Indicator: Calculated Value of One Life Saved

It is important to notice in the above figure that curves located below the zero line means that all deaths can be accounted as additional benefit to an already cost effective run dimension.

The results indicate that the optimum value for the direct cost/benefit analysis occurs at a run dimension of 255 mm (10 in.) for both ceiling heights.

7.3 Overall (direct and indirect) cost/benefit analysis

The comparative analysis was also conducted for the overall direct and indirect costs and benefits. The results are shown in the Figure 7–3.

Calc

ulat

ed C

ost o

f Life

23 | P a g e

3000 $M 2500 $M 2000 $M 1500 $M 1000 $M

500 $M

8 ft ceiling

9 ft ceiling

0 $M 210 to 235 210 to 240 210 to 255 210 to 267

(8¼ to 9 in.) (8.¼ to 9½ in.) (8¼ to 10 in.) (8¼ to 10½ in.) 210 to 280

(8¼ to 11 in.) 7-11 Proposal

Step Dimensions

40 years 35 years 30 years 25 years 20 years 15 years 10 years

5 years 0 years

8 ft ceiling 9 ft ceiling

Step Dimensions

Figure 7-3 Net Overall Benefit

As mentioned in Subsection 3.2, a portion of the indirect saving includes the loss of premature mortality. Therefore, the number of life saved does not need to be considered for the overall cost- saving comparison.

The JTG calculated the time required to completely recover the initial investment (installation cost) by the cumulative benefits. By comparing the recovery period with the service life of the stairs, the JTG determined that the initial cost of installing the stairs is recovered before the service life of the stairs expires. This was used as an indicator that the benefits may outweigh the costs. Figure 7-4 Recovery Period (years)

210 to 235 210 to 240 210 to 255 210 to 267 210 to 280 7-11 Proposal (8¼ to 9 in.) (8.¼ to 9½ in.) (8¼ to 10 in.) (8¼ to 10½ in.) (8¼ to 11 in.)

Net

Ove

rall

Bene

fit ($

M)

Reco

very

Per

iod

24 | P a g e

The Table 7-1 summarizes the results shown above. The most beneficial option for each analysis scenario is indicated in bold. Table 7-1 Summary Table of the Results of the Cost/benefit Analysis

Cost/benefit Analysis

Step Dimensions 210 to 235 mm

(8¼ to 9 in.) 210 to 240 mm (8¼ to 9½ in.)

210 to 255 mm (8¼ to 10 in.)

210 to 267 mm (8¼ to 10½ in.)

210 to 280 mm (8¼ to 11 in.)


2.44

-m (8

-ft.)

Ceili

ng Net direct

Benefit (M)

-$16.9

-$13.7

$26.2

$15.7

$14.3

-$129.9

Calculated Cost of Life

$155,105

$98,213

-$135,360

-$73,041

-$59,218

$536,375

Net Overall Benefit (M)

$1,017

$1,334

$2,054

$2,220

$2,487

$1,854

Recovery Period (years)

28

27

23

24

24

34

2.

74-m

(9–f

t.) C

eilin

g

Net direct Benefit (M)

-$26.7

-$30.0

$3.3

-$13.8

-$21.7

-$165.9

Calculated Cost of Life

$245,346

$215,920

-$16,918

$64,228

$89,680

$685,273

Net Overall Benefit (M)

$973

$1,262

$1,954

$2,091

$2,328

$1,695

Recovery Period (years)

30

29

25

27

27

37

It should not be expected to see large short term benefits for the proposed step dimensions which are subject to a long service life (75 years) with a slow replacement rate. New homes added at an average rate of 1.5% will slowly replace the existing housing stock, which decreases at a rate of less than 1%. Decisions today will realize beneficial returns in future generations. The money spent on health care to treat injuries from falls on stairs will increase with the growing aging population unless measures are taken to reduce the number of falls.

25 | P a g e

8 Conclusion The assessment of technical literature and statistics indicates that the current residential step dimensions in the NBC provide less than an acceptable level of performance. Falls in residential stairs result in an average of 314 deaths and 100 000 injuries annually. During its service life, 1 of 200 homes is going to be the scene of a stair-related fall that results in death or permanent total disability.

The assessment of technical literature, studies and reports indicates that no significant safety improvement can be attributed to smaller rise dimensions. The review also revealed a direct correlation between the dimensions of the run and the number of stair falls avoided. Larger runs will significantly increase the safety of stairs in homes by reducing the overall number of falls and therefore reduce the amount spent on health care annually.

The review of predetermined archetype homes (manufactured homes used for this sample base) shows that the examined step dimensions would add cost, diminish building options as forcing the use of winders and impose significant cost to builders, 10% of the time. These constraints would be lesser in custom homes and new model homes. New municipal regulations for high densification zoning may not always accommodate stairs with the proposed step configuration.

The benefit expected with larger runs would provide benefit for many years. Acting now as opposed to waiting another code cycle (5 years) would prevent

• 13 000 incidents and 39 deaths for the first 5 years • 4 400 incidents and 13 deaths each following year • over 300 deaths by 2040

Furthermore, the effort required to develop proposed changes is low at this stage.

26 | P a g e

9 Recommendations The cost/benefit analysis indicates that the proposed step dimensions in Canadian housing can provide a positive benefit to society not only in health care spending but also in reducing the number of fall related deaths. The JTG determined that stairs with a 280-mm (11-in.) run and 180-mm (7-in.) rise do not fall within an acceptable range for the cost/benefit analysis. The JTG unanimously agreed that there are step dimensions, specifically 255-mm (10-in.) run, that fall within an acceptable range.

The JTG recommends that the SCs

1. request approval from the CCBFC to work on step dimensions for residential stairs. 2. make all efforts to implement acceptable step dimensions for residential stairs into the

2015 NBC. 3. strongly consider a minimum run dimension of 255 mm (10 in.).

27 | P a g e

10 Future Considerations The JTG identified additional items for future consideration.

10.1 Impact of projecting nosing

During its deliberation, the JTG questioned the impact of increasing the dimensions of projecting nosing on stair safety. Due to a lack of data, the JTG did not consider this issue.

The JTG noted that the StairLab at the Toronto Rehab Institute will soon conduct experimentations on the impact of various projecting nosing dimensions which could inform future work on step dimension.

10.2 Municipal regulations on high densification zoning

The JTG noted that the municipal regulations be monitored as this may impact future installation costs, and suggested to conduct an environmental scan to identify any potential conflict between the regulation of high densification zoning and the increase of the stair area.


Committee: Housing and Small Buildings (7.07.1.(h)), Use and Egress Last modified: 2014-06-23 Page: 1/2

Proposed Change 901 Code Reference(s): NBC10 Div.B 9.8.7.7.(1) Subject: Stairs, Ramps, Handrails and Guards — Loads (Handrails and Guards) Title: Design and Attachment of Handrails Description: The proposed change resolves the difference between Part 3 and Part 9

and eliminates an unjustified loading requirement in Part 9 for handrails in public stairs.

EXISTING PROVISION

9.8.7.7. Design and Attachment of Handrails (See Appendix A.)

1) Handrails and any building element that could be used as a handrail shall be designed and attached in such a manner as to resist

a) a concentrated load at any point of not less than 0.9 kN, and b) for handrails other than those serving a single dwelling unit, a uniformly distributed load of

0.7 kN/m.

2) Where a handrail serving a single dwelling unit is 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, b) the first attachment point at either end is located no more than 300 mm from the end of the

handrail, and c) the fasteners consist of not less than 2 wood screws at each point, penetrating not less than

32 mm into solid wood.

A-9.8.7.7. Attachment of Handrails. Handrails are intended to provide guidance and support to the stair user and to arrest falls. The loads on handrails may therefore be considerable. The attachment of handrails serving a single dwelling unit may be accepted on the basis of experience or structural design.

PROPOSED CHANGE

[9.8.7.7.] 9.8.7.7. Design and Attachment of Handrails [1] 1) Handrails and their supports any building element that could be used as a handrail shall widthstand the

non-concurrent application of the following specified loads in any direction: be designed and attached in such a manner as to resist [a] a) a concentrated load at any point of not less than 0.9 kN, and [b] b) for handrails other than those serving a single dwelling unit, a uniformly distributed load of

0.7 kN/m.

RATIONALE

Problem The requirements for loads on handrails are difference in Part 3 and in Part 9.

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Part 3 specifies that the loading values on handrails in public stairs are obtained from the non-concurrent application whereas Part 9 is silent on this issue. Consequently, handrails in Part 9 building are currently subjected to higher (combined) loads than those in Part 3 buildings.

There is no apparent reason for this difference Justification - Explanation Part 3 – Part 9 differences

The proposed change resolves the difference between Part 3 and Part 9 and eliminates an unjustified loading requirement in Part 9 for handrails in public stairs.

Editorial

The proposed wording clarifies the requirement. Cost implications May result in a reduction of cost.

Enforcement implications Can be enforced by the available infrastructure without an increase in resources.

Who is affected

Designers, builders and code officials.


[9.8.7.7.] 9.8.7.7. ([1] 1) [F20-OS2.1] [9.8.7.7.] 9.8.7.7. ([1] 1) [F20-OS3.1,OS3.7]

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Proposed Change 902 Code Reference(s): NBC10 Div.B 9.8.7.7.(2) Subject: Stairs, Ramps, Handrails and Guards — Loads (Handrails and Guards) Title: Design and Attachment of Handrails Description: The proposed change provides editorial clarification.

EXISTING PROVISION

9.8.7.7. Design and Attachment of Handrails (See Appendix A.)

1) Handrails and any building element that could be used as a handrail shall be designed and attached in such a manner as to resist

a) a concentrated load at any point of not less than 0.9 kN, and b) for handrails other than those serving a single dwelling unit, a uniformly distributed load of

0.7 kN/m.

2) Where a handrail serving a single dwelling unit is 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, b) the first attachment point at either end is located no more than 300 mm from the end of the

handrail, and c) the fasteners consist of not less than 2 wood screws at each point, penetrating not less than


A-9.8.7.7. Attachment of Handrails. Handrails are intended to provide guidance and support to the stair user and to arrest falls. The loads on handrails may therefore be considerable. The attachment of handrails serving a single dwelling unit may be accepted on the basis of experience or structural design.

PROPOSED CHANGE

[9.8.7.7.] 9.8.7.7. Design and Attachment of Handrails [1] 2) Where exterior or interior handrails serving a single dwelling unit are a handrail serving a single

dwelling unit is attached to wood studs or blocking, the attachment shall be deemed to comply with Sentence (1) where [a] a) the attachment points are spaced not more than 1.2 m apart measured on the horizontal plane, [b] b) the first attachment point at either end is located no more than 300 mm from the end of the

handrail, and [c] c) the fasteners consist of not less than 2 No. 8 wood screws at each point, penetrating not less than


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RATIONALE

Problem The current wording of the deemed-to-comply solution was vague in many aspects. It is not clear if this solution applies to exterior handrails, how the distance between attachments must be measured, and what the minimum screw size is.

Justification - Explanation The proposed change:

• clarifies that the deemed-to-comply solution applies to exterior and interior handrails • clarifies that the distance between attachments are measured on plan, which is in line with the stud spacing,

and • sets a minimum screw size that must be used.

Cost implications May result in a reduction of cost.

Enforcement implications Can be enforced by the available infrastructure without an increase in resources.

Who is affected Designers, builders and code officials.


[9.8.7.7.] 9.8.7.7. ([1] 2) [F20-OS2.1] [9.8.7.7.] 9.8.7.7. ([1] 2) [F20-OS3.1,OS3.7]

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Committee: Housing and Small Buildings (2010-11.7.1.h) Last modified: 2014-06-09 Page: 1/3

Proposed Change 557 Code Reference(s): NBC10 Div.B 9.10.1.3.(6)

NBC10 Div.B 9.10.9.5. Subject: Other Title: Open Stairway in Part 9 Buildings Description: This proposed change maintains an exception that was previously provided

in Part 3, which permits open stairways in unsprinklered buildings. Related Code Change Request(s): Related Proposed Change(s):

CCR 476, CCR 477

PCF 127, PCF 168



EXISTING PROVISION

9.10.1.3. Items under Part 3 Jurisdiction 1) Tents, air-supported structures, transformer vaults, walkways, elevators and escalators shall conform

to Part 3.

2) Where rooms or spaces are intended for an assembly occupancy, such rooms or spaces shall conform to Part 3.

3) Basements containing more than 1 storey or exceeding 600 m2 in area shall conform to Part 3.

4) Where rooms or spaces are intended for the storage, manufacture or use of hazardous or explosive material, such rooms or spaces shall conform to Part 3. (See A-3.3.1.2.(1) in Appendix A.)

5) Except as provided in Article 3.3.5.8., facilities for the dispensing of fuel shall not be installed in any building.

6) Openings through floors that are not protected by shafts or closures shall be protected in conformance with Subsection 3.2.8. (See also Sentence 9.9.4.7.(1).)

7) Chutes and shafts shall conform to Subsection 3.6.3. except where they are entirely contained within a dwelling unit.

8) Sprinkler systems shall be designed, constructed and installed in conformance with Articles 3.2.5.12. to 3.2.5.15. and 3.2.5.17.

9) Standpipe and hose systems shall be designed, constructed and installed in conformance with Articles 3.2.5.8. to 3.2.5.11. and 3.2.5.17.

10) Fire pumps shall be installed in conformance with Articles 3.2.5.17. and 3.2.5.18.

11) Where fuel-fired appliances are installed on a roof, such appliances shall be installed in conformance with Article 3.6.1.4.

9.10.9.5. Interconnected Floor Spaces 1) Interconnected floor spaces shall conform to Subsection 3.2.8.

PROPOSED CHANGE

[9.10.1.3.] 9.10.1.3. Items under Part 3 Jurisdiction [1] 6) Except for stairway and escalator openings between the first storey and the next storey either directly

above or below it in Group D, Group E, or Group F, Division 2 or 3 major occupancies, openings through floors that are not protected by shafts or closures shall be protected in conformance with Subsection 3.2.8. (See also Sentence 9.9.4.7.(1).)

[9.10.9.5.] 9.10.9.5. Interconnected Floor Spaces [1] 1) Except for stairway and escalator openings between the first storey and the next storey either directly

above or below it in Group D, Group E, or Group F, Division 2 or 3 major occupancies, interconnected floor spaces shall conform to Subsection 3.2.8.

RATIONALE

Problem A recent proposed change (PCF 268) to Sentence 3.2.8.2.(6) would delete the permission of having open stairways in unsprinklered buildings. This deletion impacts Part 9 buildings as Sentence 9.10.1.3.(6) and 9.10.9.5.(1) cross- reference Subsection 3.2.8. where Part 9 buildings contain unprotected openings through floors or interconnected

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floor spaces.

Justification - Explanation To maintain the status quo for small unsprinklered buildings under Part 9, this proposal introduces in Part 9, the exception that was previously provided in Part 3, permitting open stairways in unsprinklered buildings.

Cost implications As the proposal maintains the status quo, it does not impose any additional costs on code users, builders, designers or building owners.

Enforcement implications The proposed change will not have any enforcement implications for authorities having jurisdiction.

Who is affected Designers, regulators, building owners.


[9.10.1.3.] 9.10.1.3. ([1] 6) no attributions [9.10.9.5.] 9.10.9.5. ([1] 1) no attributions


Committee: Housing and Small Buildings (12.07.1.e) Last modified: 2014-06-24 Page: 1/2

Proposed Change 890 Code Reference(s): NBC10 Div.B 9.10.3.1. Subject: Other Title: Fire-Resistance Ratings for Exterior Wall Assemblies Description: This proposed change introduces a new exterior wall assembly with fire-

resistance ratings that use glass fibre fill and make them consistent with an existing fire-rated assembly in Table A-9.10.3.1.A that is limited to mineral fibre insulation. Please see the attached file for the proposed changes to Table A-9.10.3.1.A.


CCR 729


Committee: Housing and Small Buildings (12.07.1.e) Last modified: 2014-06-24 Page: 2/2

PROPOSED CHANGE

[9.10.3.1.] 9.10.3.1. Fire-Resistance and Fire-Protection Ratings

RATIONALE

Problem The listing for Assembly EW1 in Table A-9.10.3.1A currently excludes the use of glass fibre insulation. EW1 is the only fire-rated exterior assembly listed in the Table. However, assemblies using glass fibre insulation exist and some have demonstrated achieved ratings of 45 minutes and 1 hour, respectively.

The term sheathing used in Part 9 includes insulating sheathing. However the term sheathing used in Table A-9.10.3.1. for the existing assembly EW1 was not intended to include foam plastic sheathing.

Justification - Explanation A new assembly EW2 has been created with construction specifications using glass fibre insulation to create an even playing field for different products in the market place with acceptable performance. Based on the review of UL and ULC listings for assemblies using glass fibre and based on selection of limiting construction specifications, the fire resistance ratings for EW2 are deemed to obtain 45 min and 1 h fire resistance ratings.

Assembly EW1 in Table A-9.10.3.1A has been revised to use consistent terminology with the remainder of Part 9, Appendix D and the proposed EW2.

A new note (10) has been proposed, attached to the occurrences of the term “sheathing“ in both assemblies EW1 and EW2. The note clarifies which sheathing types are deemed acceptable for use in assemblies with combustible cladding types.

New construction options (EW1d, EW2d) have been added to each EW1 and EW2. These options are using masonry veneer cladding, because it is a common construction of exterior wall assemblies. A new note (11) has been proposed, attached to the occurrences of the term “sheathing and cladding“ in the masonry specifications EW1d and EW2d. The note clarifies that this construction is permitted to have foam plastic sheathing behind the masonry, when supported by ‘structural’ sheathing towards its inside.

A new note (12) was proposed to further specify acceptable types of glass fibre insulation.

A new note (13) was proposed to clarify that the spacing of studs indicated in the construction specifications can be considered as a maximum when only considering the fire resistance ratings. This will address situations where tall walls (extending over two stories) may be constructed with studs 300 mm o.c. and where these walls are required to have 45 minute fire resistance rating to comply with spatial separation requirements.

Cost implications This proposed change increases design flexibility for builders and designers and will not negatively impact the cost of currently acceptable constructions.

Enforcement implications Fire rated exterior assembly specifications are currently enforced and the way in which proposed assemblies and their ratings would be enforced will not be changed.

Who is affected? Manufacturers, building officials, designers, builders

Supporting Document(s) Existing Assembly EW1 and proposed EW2 from Table A-9.10.3.1.A (pcf_890_proposalew2assembly_apr29_v6.pdf)


[9.10.3.1.] 9.10.3.1. ([1] 1) no attributions

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Attachment to Proposed Change 890 Code Reference(s): NBC10 Div.B A-9.10.3.1.A. Subject: Other Title: Fire-Resistance Ratings for Exterior Wall Assemblies Description: This proposed change introduces a new exterior wall assembly with fire-

resistance ratings that use glass fibre fill and make them consistent with an existing fire-rated assembly in Table A-9.10.3.1.A that is limited to mineral fibre insulation.

Related Code Change Request(s): CCR 729

PROPOSED CHANGE

Type of Wall Wall

Number

Description Fire Resistance Rating (1)(13)

STC Loadbearing Non-Load Bearing

• … • … • Exterior

Wood Studs • Single Row

• Loadbearing and Non- Loadbearing

EW1 • 38 mm x 89 mm studs spaced 400 mm or 600 mm o.c.

• 89 mm thick absorptive material filling the cavity(6)

• 1 or 2 layers of gypsum board on inside •exterior sheathing and siding(10)

EW1a EW1 with • 15.9 mm Type X gypsum board(5)(9) • exterior sheathing and cladding(10)

1h

1h

n/a

EW1b EW1 with • 12.7 mm Type X gypsum board(5)(9)

exterior sheathing and cladding(10)

45 min

45 min

n/a

EW1c EW1 with • 2 layers of 12.7 mm regular gypsum board(5)(9)

• exterior sheathing and cladding(10)

45 min

45 min

n/a

EW1d EW1 with • 12.7 mm Type X gypsum board(5)(9)

• exterior sheathing(11)

• masonry veneer cladding

45 min

45 min

n/a

EW2 • wood studs • glass fibre insulation filling the cavity(12)

• 1 layer of gypsum board on inside

EW2a EW2 with

• 38 mm x 89 mm studs spaced 400 mm o.c. • 15.9 mm Type X gypsum board(5)(9)


1 h

1 h

n/a

EW2b EW2 with • 38 mm x 89 mm studs spaced 400 mm o.c. • 12.7 mm Type X gypsum board (5)(9)

• exterior sheathing(11)

• masonry veneer cladding

45 min

45 min

n/a

EW2c EW2 with • 38 mm x 140 mm studs spaced 600 mm o.c. • 15.9 mm Type X gypsum board(5)(9)


45 min

45 min

n/a

• … • …

Notes to Table A-9.10.3.1.A.: (1) Fire-resistance and STC ratings of wood-frame construction were evaluated only for constructions with solid-sawn 38 mm x 89 mm lumber. However, the fire-resistance and STC ratings provided for 38 mm x 89 mm wood-frame construction may be applied to wood-frame constructions with solid-sawn 38 mm x 140 mm lumber; in some cases the ratings may be conservative. Where 38 mm x 140 mm framing is used and absorptive material is called for, the absorptive material must be 140 mm thick. (See D-1.2.1.(2) in Appendix D for the significance of fire-resistance ratings.) The STC ratings may also be applied to fingerjoined lumber. The fire-resistance ratings are applicable to constructions using fingerjoined lumber that has been manufactured with a heat-resistant adhesive (HRA) in accordance with NLGA special product standard SPS-1, “Fingerjoined Structural Lumber,” or SPS-3, “Fingerjoined ’Vertical Stud Use Only’ Lumber.” (See also A-9.23.10.4.(1).) (2) Sound ratings listed are based on the most reliable laboratory test data available for specimens conforming to installation details required by CSA A82.31-M, “Gypsum Board Application.” Results of specific tests may differ slightly because of measurement precision and minor variations in construction details. These results should only be used where the actual construction details, including spacing of fasteners and supporting framing, correspond exactly to the details of the test specimens on which the ratings are based. Assemblies with sound transmission class ratings of 50 or more require acoustical sealant applied around electrical boxes and other openings, and at the junction of intersecting walls and floors, except intersection of walls constructed of concrete or solid brick. (3) Sound ratings are only valid where there are no discernible cracks or voids in the visible surfaces. For concrete blocks, surfaces must be sealed by at least 2 coats of paint or other surface finish described in Section 9.29. to prevent sound leakage. (4) Sound absorptive material includes fibre processed from rock, slag, glass or cellulose fibre. It must fill at least 90% of the cavity thickness for the wall to have the listed STC value. The absorptive material should not overfill the cavity to the point of producing significant outward pressure on the finishes; such an assembly will not achieve the STC rating. Where the absorptive material used with steel stud assemblies is in batt form, “steel stud batts,” which are wide enough to fill the cavity from the web of one stud to the web of the adjacent stud, must be used. (5) The complete descriptions of indicated finishes are as follows: • 12.7 mm regular gypsum board – 12.7 mm regular gypsum board conforming to Article 9.29.5.2. • 12.7 mm Type X gypsum board – 12.7 mm special fire-resistant Type X gypsum board conforming to Article 9.29.5.2. • 15.9 mm Type X gypsum board – 15.9 mm special fire-resistant Type X gypsum board conforming to Article 9.29.5.2. • Except for exterior walls (see Note 9), the outer layer of finish on both sides of the wall must have its joints taped and finished. • Fastener types and spacing must conform to CSA A82.31-M, “Gypsum Board Application.” (6) Absorptive material required for the higher fire-resistance rating is mineral fibre processed from rock or slag with a mass of at least 4.8 kg/m² for 150 mm thickness, 2.8 kg/m² for 89 mm thickness and 2.0 kg/m² for 65 mm thickness and completely filling the wall cavity. For assemblies with double wood studs on separate plates, absorptive material is required in the stud cavities on both sides. (9) For exterior walls, the finish joints must be taped and finished for the outer layer of the interior side only. The gypsum board on the exterior side may be replaced with gypsum sheathing of the same thickness and type (regular or Type X). (10) Includes any exterior sheathing and cladding combination allowed under Part 9 of Division B of the NBC other than foam sheathing. The cladding portion can include foam plastic outboard of noncombustible, structural wood-based or gypsum-based sheathing conforming to the minimum thicknesses listed in Table 9.23.17.2.A. (11) Includes any exterior sheathing listed in Table 9.23.17.2.A. and brick cladding. Foam plastic sheathing is permitted in EW1d and EW2b walls, provided it is the only sheathing directly attached to the framing. (12) The glass fibre insulation filling the cavity shall have a mass per unit area of not less than 1.0 kg/m² of wall surface. (13) For all fire-resistance ratings, the given spacing for framing is a maximum value


Committee: Housing and Small Buildings (12.07.1.c) Last modified: 2014-06-17 Page: 1/3

Proposed Change 894 Code Reference(s): NBC10 Div.B 9.10.15.3. Subject: Spatial Separation of Houses Title: Limiting Distance and Fire Department Services Description: This proposed change deletes the reference to the 10-minute response time

for firefighters in Subsection 9.10.15. (Houses) and reverts the wording to that of the 2005 NBC with editorial revisions while keeping the sprinkler exemption introduced in 2010.

EXISTING PROVISION

9.10.15.3. Limiting Distance and Fire Department Response 1) Except for the purpose of applying Sentences 9.10.15.2.(2), 9.10.15.4.(3) and 9.10.15.5.(12), a limiting

distance equal to half the actual limiting distance shall be used as input to the requirements of this Subsection, where

a) the time from receipt of notification of a fire by the fire department until the first fire department vehicle arrives at the building exceeds 10 min in 10% or more of all calls to the building, and

b) any storey in the building is not sprinklered. (See A-3.2.3. and A-3.2.3.1.(8) in Appendix A.)

PROPOSED CHANGE

[9.10.15.3.] 9.10.15.3. Limiting Distance and Fire Department ResponseFirefighting Services [1] 1) Except for the purpose of applying Sentences 9.10.15.2.(2), 9.10.15.4.(3) and 9.10.15.5.(12), a limiting

distance equal to half the actual limiting distance shall be used as input to the requirements of this Subsection, where [a] a) there are no firefighting services or the fire services’ organization, training and equipment are

limited in meeting the needs of the communitythe time from receipt of notification of a fire by the fire department until the first fire department vehicle arrives at the building exceeds 10 min in 10% or more of all calls to the building, and

[b] b) any storey in the building is not sprinklered. (See A-3.2.3. and A-3.2.3.1.(8) in Appendix A.)

RATIONALE

Problem Alberta has applied the 10-minute fire department response time to determine the spatial separation requirements for houses since 2009 and has been experiencing difficulties with measurement and application of fire department response time. It is likely that other communities will experience similar issues whenthe 2010 version of 9.10.15.3 is adopted.

The interpretation of the 10-minute fire department response is inconsistent and has resulted in difficulties for both builders and authorities-having-jurisdiction.

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The fire department response time cannot be controlled or enforced by the building authority, which creates difficulties in enforcement and with the determination of limiting distance and therefore exposing building face construction.

The main issues are:

- the firefighting capability and needs of each municipality are different and so are the response times of the fire departments.

- the method of calculating response time differs greatly between municipalities, with some AHJs using a combination of methods including complicated computerized modelling and others using simple methods such as timers and clocks.

- the calculation of travel time is a variable that changes with conditions such as: weather, road conditions, construction, time of day and traffic conditions and it is not clear how to account within these variables for the 10% that do not have to fall within the 10-minute response time.

-depending on interpretation of the requirements, especially in suburban areas, construction requirements for houses may depend upon when a fire hall is completed.

As an unintended consequence, the use of the fire department response time as a basis for NBC requirements has become a new performance measure for the fire department rather than just a trigger to determine construction specifications.

Justification - Explanation This code change proposes to delete the specific reference to 10 minute fire department response time for houses and offers a qualitative trigger for two levels of construction requirements. The basic level of spatial separation construction requirements applies where firefighting facilities are available and the more stringent requirements would apply where a fire department does not exist, is not organized, trained or equipped.

The objective of the current requirement is to limit the probability of spread of fire beyond the point of origin, including spread to an adjacent building. Several changes made to the 2005 NBC for the 2010 edition addressed that issue.

The resulting overall 2010 NBC requirements for spatial separation of houses are more stringent than the 2005 requirements.

There was no known serious issue raised with the 2005 requirements with regards to the fire services response. The rationale for introducing the 10 min response time into the 2010 NBC was to achieve consistency and uniformity with Part 3.

The proposed change still offers an AHJ to choose the more stringent construction requirements where fire department service is below performance expectations.

The proposed change returns to a more qualitative trigger with more positive wording than in the NBC 2005 and keeps the option of sprinklering the house (introduced in 2010) as an exemption from the more stringent requirements.

The wording refers to “firefighting services" rather than "firefighting capabilities" because the term 'services' includes equipment and personnel and is less subjective than 'capabilities'

The word "limited" was specifically chosen because it is more neutral than the word "inadequate". The word "limited" is meant to be read in conjunction with the term "in meeting the needs of the community".

The wording "in meeting the needs of the community” was maintained from the 2005 wording as most provincial- territorial fire legislation use this phrase as a basic requirement.

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Cost implications No additional construction requirements are proposed that could lead to incremental construction cost. Additional cost may depend on the changes that an AHJ would make:

• there will be no incremental cost of construction, where an AHJ keeps their current practice, of using lower performance of fire department response times or the non-existence of a fire service as a trigger for increased requirements

• where an AHJ changes their current practice, any potential cost saving or increase would depend on how the level of performance triggering increased requirements or less stringent requirements is changed.

Enforcement implications The permit issuance and inspection processes would both be easier by eliminating the 10-minute response time requirement.

No additional inspections would be required.

The proposed change would allow greater flexibility by municipalities in resourcing fire departments by not specifying a particular performance criteria, but allowing them instead to determine performance criteria that better suit their needs.

Who is affected Building officials, fire officials, builders, designers


[9.10.15.3.] 9.10.15.3. ([1] 1) [F03-OP3.1]

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Committee: Housing and Small Buildings Last modified: 2014-06-23 Page: 1/8


NBC10 Div.B 9.10.14.5. Subject: Spatial Separation of Houses Title: Protection of Roof Soffits Description: This proposed change clarifies the requirements for roof soffit projections

when facing a street, lane or a public thoroughfare. Related Code Change Request(s): Related Proposed Change(s):

CCR 681

PCF 856

PROPOSED CHANGE

[9.10.15.5.] 9.10.15.5. Construction of Exposing Building Face of Houses [1] 1) Except as provided in Sentences (4) and (12), each exposing building face and any exterior wall located

above an exposing building face that encloses an attic or roof space shall be constructed in conformance with Sentences (2) and (3) [a] a) for the exposing building face as a whole, or [b] b) for any number of separate portions of the exposing building face (see

Subclause 9.10.15.2.(1)(b)(iii), Sentence 9.10.15.4.(2), and A-9.10.15.4.(2) in Appendix A). (See also Subsection 9.10.8.)

[2] 2) Except as provided in Sentences (4) and (5), where the limiting distance is less than 0.6 m, the exposing building face and exterior walls located above the exposing building face that enclose an attic or roof space shall have a fire-resistance rating of not less than 45 min, and [a] a) the cladding shall be metal or noncombustible cladding installed in accordance with

Section 9.20., 9.27. or 9.28. (see A-9.10.14.5.(1) in Appendix A), [b] b) the cladding shall

[i] i) conform to Subsection 9.27.12., [ii] ii) be installed without furring members over gypsum sheathing at least 12.7 mm thick or

over masonry, [iii] iii) have a flame-spread rating not greater than 25 when tested in accordance with

Sentence 3.1.12.1.(2), and [iv] iv) not exceed 2 mm in thickness exclusive of fasteners, joints and local reinforcements, or

[c] c) the wall assembly shall comply with Sentences 3.1.5.5.(3) and (4) when tested in conformance with CAN/ULC-S134, “Fire Test of Exterior Wall Assemblies.”

[3] 3) Except as provided in Sentence (4), where the limiting distance is equal to or greater than 0.6 m and less than 1.2 m, the exposing building face and any exterior wall located above the exposing building face that encloses an attic or roof space shall have a fire-resistance rating of not less than 45 min, and [a] a) the cladding shall be metal or noncombustible cladding installed in accordance with

Section 9.20., Subsection 9.27.11. or Section 9.28. (see A-9.10.14.5.(1) in Appendix A), [b] b) the cladding shall

[i] i) conform to Subsection 9.27.6., 9.27.7., 9.27.8., 9.27.9., or 9.27.10., [ii] ii) be installed without furring members, or on furring not more than 25 mm thick, over

gypsum sheathing at least 12.7 mm thick or over masonry, and [iii] iii) after conditioning in conformance with ASTM D 2898, “Accelerated Weathering of

Fire-Retardant-Treated Wood for Fire Testing,” have a flame-spread rating not greater than 25 when tested in accordance with Sentence 3.1.12.1.(2),

[c] c) the cladding shall

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[i] i) conform to Subsection 9.27.12., [ii] ii) be installed with or without furring members over gypsum sheathing at least 12.7 mm

thick or over masonry, [iii] iii) have a flame-spread rating not greater than 25 when tested in accordance with

Sentence 3.1.12.1.(2), and [iv] iv) not exceed 2 mm in thickness exclusive of fasteners, joints and local reinforcements, or

[d] d) the wall assembly shall comply with Sentences 3.1.5.5.(3) and (4) when tested in conformance with CAN/ULC-S134, “Fire Test of Exterior Wall Assemblies.”

[4] 4) The requirements regarding fire-resistance rating and type of cladding-sheathing assembly shall not apply to the exposing building face or projections from an exposing building face of a dwelling unit facing a detached garage or accessory building, or a garage or accessory building facing a dwelling unit, where [a] a) the detached garage or accessory building serves only one dwelling unit, [b] b) the detached garage or accessory building is located on the same property as that dwelling unit,

and [c] c) the dwelling unit served by the detached garage or accessory building is the only major

occupancy on the property.

[5] 5) Except as provided in Sentence (6), combustible projections on the exterior of a wall that are more than 1 m above ground level and that could expose an adjacent building to fire spread shall not be permitted within [a] a) 1.2 m of a property line or the centre line of a public way, or [b] b) 2.4 m of a combustible projection on another building on the same property.

[6] 6) Except as provided in Sentences (8) to (10), Sentence (5) shall not apply to [a] a) buildings containing 1 or 2 dwelling units only, and [b] b) detached garages or accessory buildings, where

[i] i) the detached garage or accessory building serves only one dwelling unit, [ii] ii) the detached garage or accessory building is located on the same property as that

dwelling unit, and [iii] iii) the dwelling unit served by the detached garage or accessory building is the only major

occupancy on the property. (See A-9.10.14.5.(7) in Appendix A.)

[7] 7) Where combustible projections on an exposing building face are permitted by Sentence (6), are totally enclosed and constructed with solid faces, such as for fireplaces and chimneys, and extend within 1.2 m of a property line, [a] a) the construction of the face and sides of the projection shall comply with the corresponding

requirements for exposing building faces for limiting distances less than 1.2 m as stated in Sentence (2) or (3), and

[b] b) where the underside of the projection is more than 0.6 m above finished ground level, it shall be protected by

[i] i) not less than 0.38 mm thick noncombustible material, [ii] ii) unvented aluminum conforming to CAN/CGSB-93.2-M, “Prefinished Aluminum Siding,




(See A-9.10.14.5.(8) in Appendix A.)

[8] 8) Except as provided in Sentence (10), wWhere the exposing building face has a limiting distance of not more than 0.45 m, projecting roof soffits shall not be constructed above beyond the exposing building face. (See A-3.2.3.6.(2) in Appendix A.)

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[9] 9) Except as provided in Sentence (10), wWhere the exposing building face has a limiting distance of more than 0.45 m, the face of roof soffits above the exposing building face shall not project to less than 0.45 m from the property line. (See A-3.2.3.6.(2) in Appendix A.)

[10] --) The face of a roof soffit is permitted to project to the property line, where it faces a street, lane or public thoroughfare. (See A-9.10.14.5.(11) and 9.10.15.5.(10) in Appendix A.)

[11] 10) Where roof soffits project to less than 1.2 m from the property line, the centre line of a street, lane or public thoroughfare or an imaginary line between two buildings or fire compartments on the same property, they shall [a] a) have no openings, and [b] b) be protected by






[12] 11) For buildings of combustible construction, materials installed to provide the required protection for soffits may be covered with a combustible or noncombustible finish material.

[13] 12) Heavy timber and steel columns need not conform to the requirements of Sentence (1), provided the limiting distance is not less than 3 m.

[9.10.14.5.] 9.10.14.5. Construction of Exposing Building Face and Walls above Exposing Building Face

[1] 1) Except as permitted in Sentences (3) to (13), each exposing building face and any exterior wall located above an exposing building face that encloses an attic or roof space shall be constructed in conformance with Table 9.10.14.5.A. (See Appendix A.) (See also Subsection 9.10.8.)

Table [9.10.14.5.A] 9.10.14.5.A. Minimum Construction Requirements for Exposing Building Faces


Occupancy

Classification of Building or Fire Compartment

Maximum Area of

Unprotected Openings Permitted, % of Exposing

Building Face Area

Minimum Required

Fire- Resistance

Rating

Type of Construction

Required

Type of Cladding Required

Residential, business and personal services, and low- hazard industrial

0 to 10

> 10 to 25

1 h

1 h

Noncombustible Combustible or noncombustible

Noncombustible

Noncombustible

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Occupancy

Classification of Building or Fire Compartment

Maximum Area of

Unprotected Openings Permitted, % of Exposing

Building Face Area

Minimum Required

Fire- Resistance

Rating

Type of Construction

Required

Type of Cladding Required

> 25 to 50 > 50 to < 100

45 min

45 min

Combustible or noncombustible

Combustible or noncombustible

Noncombustible Combustible or noncombustible

Mercantile and

0 to 10 2 h Noncombustible Noncombustible

> 10 to 25

2 h Combustible or

noncombustible Noncombustible

medium-hazard industrial

> 25 to 50

1 h Combustible or

noncombustible Noncombustible

> 50 to < 100

1 h Combustible or

noncombustible Combustible or noncombustible

[2] 2) Except as provided in Sentences (3) to (8), cladding on exposing building faces and exterior walls

located above exposing building faces that enclose an attic or roof space, for buildings or fire compartments where the maximum permitted area of unprotected openings is more than 10% of the exposing building face, need not be noncombustible where the wall assembly complies with the requirements of Sentences 3.1.5.5.(3) and (4) when tested in conformance with CAN/ULC-S134, “Fire Test of Exterior Wall Assemblies.”

[3] 3) Except as provided in Sentences (4) to (8) and permitted by Sentence (9), cladding on exposing building faces and on exterior walls located above exposing building faces of buildings or fire compartments where the maximum permitted area of unprotected openings is more than 25% but not more than 50% of the exposing building face need not be noncombustible, where [a] a) the limiting distance is greater than 5.0 m, [b] b) the limiting distance is greater than 2.5 m where the area and width-to-height ratio of the

exposing building face conform to Table 9.10.14.5.B., [c] c) the building or fire compartment is sprinklered, [d] d) the cladding

[i] i) conforms to Subsections 9.27.6., 9.27.7., 9.27.8. or 9.27.9., [ii] ii) is installed without furring members, or on furring not more than 25 mm thick, over

gypsum sheathing at least 12.7 mm thick or over masonry, and [iii] iii) after conditioning in conformance with ASTM D 2898, “Accelerated Weathering of

Fire-Retardant-Treated Wood for Fire Testing,” has a flame-spread rating not greater than 25 when tested in accordance with Sentence 3.1.12.1.(2), or

[e] e) the cladding [i] i) conforms to Subsection 9.27.12.,

[ii] ii) is installed with or without furring members over a gypsum sheathing at least 12.7 mm thick or over masonry,

[iii] iii) has a flame-spread rating not greater than 25 when tested in accordance with Sentence 3.1.12.1.(2), and

[iv] iv) does not exceed 2 mm in thickness exclusive of fasteners, joints and local reinforcements.

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Table [9.10.14.5.B] 9.10.14.5.B. Maximum Allowable Area and Ratio of Width to Height of Exposing Building Face


Maximum Ratio of Width to Height of Exposing Building Face

Maximum Area of Exposing Building Face, m2

1:1 88

2:1 102

3:1 129

4:1 161

5:1 195

[4] 4) Except as provided in Sentence (5), where a garage or accessory building serves one dwelling unit only and is detached from any building, the exposing building face [a] a) need not conform to the minimum required fire-resistance rating stated in Table 9.10.14.5.A.,

where the limiting distance is 0.6 m or more, [b] b) shall have a fire-resistance rating of not less than 45 min, where the limiting distance is less

than 0.6 m, and [c] c) need not conform to the type of cladding required by Table 9.10.14.5.A., regardless of the

limiting distance.

[5] 5) The requirements regarding fire-resistance rating, type of construction and type of cladding need not apply to the exposing building face of a detached garage or accessory building facing a dwelling unit, where [a] a) the detached garage or accessory building serves only one dwelling unit, [b] b) the detached garage or accessory building is located on the same property as that dwelling unit,

and [c] c) the dwelling unit served by the detached garage or accessory building is the only major

occupancy on the property.

[6] 6) Except as provided in Sentence (7), combustible projections on the exterior of a wall that are more than 1 m above ground level and that could expose an adjacent building to fire spread shall not be permitted within [a] a) 1.2 m of a property line or the centre line of a public way, or [b] b) 2.4 m of a combustible projection on another building on the same property.

[7] 7) Except as provided in Sentences (9) to (11), Sentence (6) shall not apply to [a] a) buildings containing 1 or 2 dwelling units only, and [b] b) detached garages or accessory buildings, where

[i] i) the detached garage or accessory building serves only one dwelling unit, [ii] ii) the detached garage or accessory building is located on the same property as that

dwelling unit, and [iii] iii) the dwelling unit served by the detached garage or accessory building is the only major

occupancy on the property. (See Appendix A.)

[8] 8) Where combustible projections on an exposing building face are permitted by Sentence (7), are totally enclosed and constructed with solid faces, such as for fireplaces and chimneys, and extend within 1.2 m of a property line,

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[a] a) the construction of the face and sides of the projection shall comply with the corresponding requirements for exposing building faces for limiting distances less than 1.2 m as stated in Sentence (2) or (3), and

[b] b) where the underside of the projection is more than 0.6 m above finished ground level, it shall be protected by

[i] i) not less than 0.38 mm thick noncombustible material, [ii] ii) unvented aluminum conforming to CAN/CGSB-93.2-M, “Prefinished Aluminum Siding,




(See Appendix A.)

[9] 9) Except as provided in Sentence (11)-2015, wWhere the exposing building face has a limiting distance of not more than 0.45 m, projecting roof soffits shall not be constructed abovebeyond the exposing building face. (See A-3.2.3.6.(2) in Appendix A.)

[10] 10) Except as provided in Sentence (11)-2015, wWhere the exposing building face has a limiting distance of more than 0.45 m, the face of roof soffits above the exposing building face shall not project to less than 0.45 m from the property line. (See A-3.2.3.6.(2) in Appendix A.)

[11] --) The face of a roof soffit is permitted to project to the property line, where it faces a street, lane or public thoroughfare. (See A-9.10.14.5.(11) and 9.10.15.5.(10) in Appendix A.)

A-9.10.14.5.(11) and 9.10.15.5.(10) Roof Soffit Projections. Figure A-9.10.14.5.(11) and 9.10.15.5.(10) Roof Soffit Projections

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[12] 11) Where roof soffits project to less than 1.2 m from the property line, the centre line of a street, lane or public thoroughfare, or an imaginary line between 2 buildings or fire compartments on the same property, they shall [a] a) have no openings, and [b] b) be protected by






[13] 12) Heavy timber and steel columns need not conform to the requirements of Sentence (1), provided the limiting distance is not less than 3 m.

[14] 13) Non-loadbearing wall components need not have a minimum fire-resistance rating, where the building [a] a) is 1 storey in building height, [b] b) is of noncombustible construction, [c] c) is classified as a low-hazard industrial occupancy and used only for low fire load occupancies,

such as power-generating plants or plants for the manufacture or storage of noncombustible materials, and

[d] d) has a limiting distance of 3 m or more.



RATIONALE

Problem The current intent of Sentences 9.10.15.5.(8) and 9.10.15.5.(9) limits fire impingement from house to house through soffits due to their proximity. The same applies to Sentences 9.10.14.5.(9) and (10). for Part 9 buildings. Where the property line is next to a street lane or public thoroughfare i.e. where a house or a building is located on a corner lot, the same restrictions on the roof soffit construction and projection stated in Sentences 9.10.15.5.(8) and 9.10.15.5.(9) and Sentences 9.10.14.5.(9) and (10) cannot be justified.

Justification - Explanation By introducing exemptions to Sentences (8) and (9) in Article 9.10.15.5. and to Sentences (9) and (10) in Article 9.10.14.5. and permitting the face of a roof soffit to project to the property line, where it faces a street lane or public thoroughfare, the overly stringent requirement is relaxed.

An additional editorial change to Sentences 9.10.15.5.(10)-2010 and 9.10.14.5.(11)-2010 adds the missing word “street” to the sentence for consistency with other requirements in Subsections 9.10.14. and 9.10.15.

Cost implications The proposed change, which is a relaxation from more stringent requirements, allows design flexibility, and may therefore lead to cost savings - in some cases - based on building design and soffit location.

Enforcement implications This proposed change will facilitate enforcement through a more consistent application of requirements based on risk.

Who is affected Building officials, builders, designers


[9.10.15.5.] 9.10.15.5. ([1] 1) no attributions [9.10.15.5.] 9.10.15.5. ([2] 2) [F02,F03-OP3.1] [9.10.15.5.] 9.10.15.5. ([3] 3) [F02,F03-OP3.1] [9.10.15.5.] 9.10.15.5. ([3] 3) no attributions [9.10.15.5.] 9.10.15.5. ([4] 4) no attributions [9.10.15.5.] 9.10.15.5. ([5] 5) [F03-OP3.1] [9.10.15.5.] 9.10.15.5. ([6] 6) no attributions [9.10.15.5.] 9.10.15.5. ([7] 7) [F02,F03-OP3.1] [9.10.15.5.] 9.10.15.5. ([8] 8) [F03-OP3.1] [9.10.15.5.] 9.10.15.5. ([9] 9) [F03-OP3.1] -- (--) no attributions

[9.10.15.5.] 9.10.15.5. ([11] 10) [F03-OP3.1] [9.10.15.5.] 9.10.15.5. ([12] 11) no attributions [9.10.15.5.] 9.10.15.5. ([13] 12) no attributions [9.10.14.5.] 9.10.14.5. ([1] 1) [F02,F03-OP3.1] [9.10.14.5.] 9.10.14.5. ([2] 2) [F03-OP3.1] [9.10.14.5.] 9.10.14.5. ([3] 3) [F02,F03-OP3.1] [9.10.14.5.] 9.10.14.5. ([4] 4) [F03-OP3.1]

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[9.10.14.5.] 9.10.14.5. ([5] 5) no attributions [9.10.14.5.] 9.10.14.5. ([6] 6) [F03-OP3.1] [9.10.14.5.] 9.10.14.5. ([7] 7) [F03-OP3.1] [9.10.14.5.] 9.10.14.5. ([8] 8) [F02,F03-OP3.1] [9.10.14.5.] 9.10.14.5. ([9] 9) [F03-OP3.1] [9.10.14.5.] 9.10.14.5. ([10] 10) [F03-OP3.1] -- (--) no attributions [9.10.14.5.] 9.10.14.5. ([12] 11) [F03-OP3.1] [9.10.14.5.] 9.10.14.5. ([13] 12) no attributions [9.10.14.5.] 9.10.14.5. ([14] 13) no attributions


Committee: Housing and Small Buildings (2010-11.07.1.a), Building and Plumbing Services, Earthquake Design, Energy Efficiency in Buildings, Environmental Separation, Executive Committee, Fire Protection, Hazardous Materials and Activities, Structural Design, Use and Egress

Last modified:

2014-06-02 Page: 1/2

Proposed Change 802 Code Reference(s): NBC10 Div.B 9.14.3.1. Subject: Referenced Documents Title: Delete Reference to CAN/CGSB-34.22 - Asbestos Drain Pipe Description: The proposed change deletes the reference to a withdrawn standard for

asbestos cement drain pipe. Source of Proposed Change:

PCF 527

EXISTING PROVISION

9.14.3.1. Material Standards 1) Drain tile and drain pipe for foundation drainage shall conform to

a) ASTM C 4, "Clay Drain Tile and Perforated Clay Drain Tile", b) ASTM C 412M, "Concrete Drain Tile (Metric)", c) ASTM C 444M, "Perforated Concrete Pipe (Metric)", d) ASTM C 700, "Vitrified Clay Pipe, Extra Strength, Standard Strength and Perforated", e) CAN/CGSB-34.22, "Asbestos-Cement Drain Pipe", f) CAN/CSA-B182.1, "Plastic Drain and Sewer Pipe and Pipe Fittings", g) CAN/CSA-G401, "Corrugated Steel Pipe Products", or h) NQ 3624-115, "Polyethylene (PE) Pipe and Fittings – Flexible Corrugated Pipes for Drainage –

Characteristics and Test Methods".

PROPOSED CHANGE

[9.14.3.1.] 9.14.3.1. Material Standards [1] 1) Drain tile and drain pipe for foundation drainage shall conform to [a]

a) ASTM C 4, "Clay Drain Tile and Perforated Clay Drain Tile", [b] b) ASTM C 412M, "Concrete Drain Tile (Metric)", [c] c) ASTM C 444M, "Perforated Concrete Pipe (Metric)", [d] d) ASTM C 700, "Vitrified Clay Pipe, Extra Strength, Standard Strength and Perforated",

[e] e) CAN/CGSB-34.22, "Asbestos-Cement Drain Pipe", [f] f) CAN/CSA-B182.1, "Plastic Drain and Sewer Pipe and Pipe Fittings",

[g] g) CAN/CSA-G401, "Corrugated Steel Pipe Products", or [h] h) NQ 3624-115, "Polyethylene (PE) Pipe and Fittings – Flexible Corrugated Pipes for Drainage –

Characteristics and Test Methods".

RATIONALE

Problem Part 9 is referencing a standard (CAN/CGSB-34.22) that has not been updated since 1994 and that has been withdrawn by the CGSB. In addition, the standard deals with asbestos drain pipe which is not permitted to be used by other regulations.

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Justification - Explanation There are other acceptable materials and components referenced for drainage media

Asbestos is a health hazard.

The Standing Committees on Environmental Separation (NBC Part 5) and Building and Plumbing Services (NBC Part 6 and NPC) are also proposing to delete the reference to asbestos-cement pipes and fitting products.

Cost implications No cost implications are expected because there are other acceptable matieral and component choices available and the material is not available anymore on the market.

Enforcement implications Enforcement will be facilitated by removing conflicting requirements in regulations.

Who is affected Builders, Designers, Specifiers, Contractors, Building Officials.


[9.14.3.1.] 9.14.3.1. ([1] 1) [F60-OH1.1,OH1.2,OH1.3] [9.14.3.1.] 9.14.3.1. ([1] 1) [F60-OS2.1,OS2.3] [9.14.3.1.] 9.14.3.1. ([1] 1) [F60-OP2.1,OP2.3]

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Proposed Change 804 Code Reference(s): NBC10 Div.B 9.20.2.1. Subject: Referenced Documents Title: Deleting CSA A165.4 Autoclaved Cellular Units Description: This proposed change deletes a reference to a withdrawn part of a standard

for autoclaved aerated concrete masonry units and makes Part 5 and Part 9 references consistent.


PCF 53

EXISTING PROVISION

9.20.2.1. Masonry Unit Standards 1) Masonry units shall comply with

a) ASTM C 73, "Calcium Silicate Brick (Sand-Lime Brick)", b) ASTM C 126, "Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry

Units", c) ASTM C 212, "Structural Clay Facing Tile", d) CAN/CSA-A82.1-M, "Burned Clay Brick (Solid Masonry Units Made from Clay or Shale)", e) A82.4-M, "Structural Clay Load-Bearing Wall Tile", f) CSA A82.5-M, "Structural Clay Non-Load-Bearing Tile", g) CAN3-A82.8-M, "Hollow Clay Brick", h) CAN/CSA-A165.1, "Concrete Block Masonry Units", i) CAN/CSA-A165.2, "Concrete Brick Masonry Units", j) CAN/CSA-A165.3, "Prefaced Concrete Masonry Units", or k) CAN3-A165.4-M, "Autoclaved Cellular Units".

PROPOSED CHANGE

[9.20.2.1.] 9.20.2.1. Masonry Unit Standards [1] 1) Masonry units shall comply with

[a] a) ASTM C 73, "Calcium Silicate Brick (Sand-Lime Brick)", [b] b) ASTM C 126, "Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry

Units", [c] c) ASTM C 212, "Structural Clay Facing Tile", [d] d) CAN/CSA-A82.1-M, "Burned Clay Brick (Solid Masonry Units Made from Clay or Shale)", [e] e) A82.4-M, "Structural Clay Load-Bearing Wall Tile", [f] f) CSA A82.5-M, "Structural Clay Non-Load-Bearing Tile",

[g] g) CAN3-A82.8-M, "Hollow Clay Brick", [h] h) CAN/CSA-A165.1, "Concrete Block Masonry Units", [i] i) CAN/CSA-A165.2, "Concrete Brick Masonry Units", or [j] j) CAN/CSA-A165.3, "Prefaced Concrete Masonry Units"., or

[k] k) CAN3-A165.4-M, "Autoclaved Cellular Units".

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RATIONALE

Problem The standard for autoclaved cellular units currently referenced in Sentence 9.20.2.1.(1) has been withdrawn by CSA and there are no Canadian manufacturers that produce materials conforming to this standard. The CSA standard is inconsistent with international products standards.

Justification - Explanation CSA A165.4. is being deleted because the product is no longer being used in Canada.

CSA A165.4 has been withdrawn by CSA from the CSA A165 Series of Standards.

No active evaluation report issued by the Canadian Construction Material Centre is based on CSA A165.4.

Cost implications There are no cost implications, because

• there are no Canadian manufacturers producing autoclaved cellular units to conform to CSA A165.4 • this type of wall system is not used in Canadian housings and small buildings

Enforcement implications None. The products are currently not used.

Who is affected Builders, Building Officials, manufacturers


[9.20.2.1.] 9.20.2.1. ([1] 1) [F20,F80-OS2.1] [F20,F80-OS2.3] Applies to elements that support or are part of an environmental separator or are exposed to moisture. [9.20.2.1.] 9.20.2.1. ([1] 1) [F20,F80-OP2.1,OP2.4] [F20,F80-OP2.3] Applies to elements that support or are part of an environmental separator or are exposed to moisture. [9.20.2.1.] 9.20.2.1. ([1] 1) [F20,F80-OH1.1,OH1.2,OH1.3] Applies to elements that support or are part of an environmental separator and to masonry used in chimneys and fireplaces. [9.20.2.1.] 9.20.2.1. ([1] 1) [F20,F80-OS3.1] Applies to floors and elements that support floors. [F20,F80-OS3.4] Applies to masonry used in chimneys and fireplaces. [9.20.2.1.] 9.20.2.1. ([1] 1) [F20,F80-OS1.2] Applies to assemblies required to provide fire resistance. [F01-OS1.1,OS1.2] Applies to masonry used in chimneys and fireplaces. [9.20.2.1.] 9.20.2.1. ([1] 1) [F20,F80-OH4] Applies to floors and elements that support floors. [9.20.2.1.] 9.20.2.1. ([1] 1) [F20,F80-OP1.2] Applies to assemblies required to provide fire resistance. [F01,F20,F80-OP1.2] Applies to masonry used in chimneys and fireplaces.

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Proposed Change 800 Code Reference(s): NBC10 Div.B Table 9.23.17.2.A

NBC10 Div.B 9.29.5.2. Subject: Referenced Documents Title: Delete outdated Gypsum Board Standard Description: This proposed change deletes an outdated standard for gypsum board

from a list of material standards and makes Part 5 and Part 9 references consistent.

Source of Proposed Change:

PCF 52

EXISTING PROVISION

9.23.17.2. Thickness, Rating and Material Standards 1) Where wall sheathing is required for the purpose of complying with this Section, it shall conform to

either Table 9.23.17.2.A. or 9.23.17.2.B. (See also Article 9.25.5.1.)

Table 9.23.17.2.A. Wall Sheathing Thickness and Specifications


Type of Sheathing

Minimum Thickness, mm (1)

Material Standards With

Supports 400 mm o.c.

With Supports

600 mm o.c.

Fibreboard (insulating) 9.5 11.1 CAN/ULC-S706

Gypsum sheathing 9.5 12.7 CAN/CSA-A82.27-M ASTM ASTM C 1177/C 1177M ASTM ASTM C 1396/C 1396M

Lumber 17.0 17.0 See Table 9.3.2.1.

Mineral Fibre, Rigid Board, Type 2 25 25 CAN/ULC-S702

OSB, O-2 Grade 6.0 7.5 CSA O437.0

OSB, O-1 Grade, and Waferboard, R-1 Grade 6.35 7.9 CSA O437.0

Phenolic, faced 25 25 CAN/CGSB-51.25-M

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Type of Sheathing




With Supports

600 mm o.c.

Plywood (exterior type) 6.0 7.5 CSA O121 CSAO151 CSA O153-M

Polystyrene, Types 1 and 2 38 38 CAN/ULC-S701


Polyurethane and Polyisocyanurate Type 1, 38 38 CAN/ULC-S704 faced

Polyurethane and Polyisocyanurate Types 2 25 25 CAN/ULC-S704 and 3, faced

Note to Table 9.23.17.2.A.:

(1) See also Sentences 9.27.5.1.(2) to (4).

Table 9.23.17.2.B.

Rating for Wall Sheathing when Applying CAN/CSA-O325 Forming part of Sentence 9.23.17.2.(1)

Maximum Spacing of Supports, mm Panel Mark

400

500

600

W16

W20

W24

9.29.5.2. Materials 1) Gypsum products shall conform to

a) CAN/CSA-A82.27-M, "Gypsum Board", b) ASTM C 1178/C 1178M, "Coated Glass Mat Water-Resistant Gypsum Backing Panel", or c) ASTM C 1396/C 1396M, "Gypsum Board".

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PROPOSED CHANGE

Table [9.23.17.2.] 9.23.17.2.A. Wall Sheathing Thickness and Specifications


Type of Sheathing




With Supports

600 mm o.c.

Fibreboard (insulating) 9.5 11.1 CAN/ULC-S706

Gypsum sheathing 9.5 12.7 ASTM ASTM C 1177/C 1177M

CAN/CSA-A82.27-M

ASTM ASTM C 1396/C 1396M(2)

Lumber 17.0 17.0 See Table 9.3.2.1.

Mineral Fibre, Rigid Board, Type 2 25 25 CAN/ULC-S702

OSB, O-2 Grade 6.0 7.5 CSA O437.0

OSB, O-1 Grade, and Waferboard, R-1 6.35 7.9 CSA O437.0 Grade Phenolic, faced 25 25 CAN/CGSB-51.25-M

Plywood (exterior type) 6.0 7.5 CSA O121 CSAO151 CSA O153-M



Polyurethane and Polyisocyanurate Type 1, 38 38 CAN/ULC-S704 faced

Polyurethane and Polyisocyanurate Types 2 25 25 CAN/ULC-S704 and 3, faced

Notes to Table [9.23.17.2.] 9.23.17.2.A.:

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(1) See also Sentences 9.27.5.1.(2) to (4).

(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.”

[9.29.5.2.] 9.29.5.2. Materials [1] 1) Gypsum products shall conform to

[a] a) CAN/CSA-A82.27-M, "Gypsum Board", [b] b) ASTM C 1178/C 1178M, "Coated Glass Mat Water-Resistant Gypsum Backing Panel", or [c] c) ASTM C 1396/C 1396M, "Gypsum Board,".except that 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.”

RATIONALE

Problem The currently referenced CSA gypsum board standard has last been updated in 1991 and has been withdrawn by CSA. The standard will also be deleted in Part 5 of the NBC.

Justification - Explanation The Standing Committee on Environmental Separation (NBC Part 5) compared CSA-A82.27 and ASTM C1396/C 1396M, which are currently both referenced in Part 5 as well as in Part 9.

It was determined that • ASTM C1396/C 1396M is an active standard, recently updated, which covers the scope of CSA-A82.27 • the tests methods, requirements and level of performance in the two standards are equivalent • flame-spread requirements need to conform to CAN/ULC-S102 in CSA-A82.27, but ASTM E 84 in ASTM C1396/C 1396M.

As the NBC references CAN/ULC-S102 and not ASTM E84, a qualification is proposed to be added to the ASTM C1396/C 1396M to indicate that flame spreading shall be determined according to CAN/ULC-S102 instead of ASTM E84.

The Standing Committee on Environmental Separation submitted a similar change to the 2012 Public Review. The proposed change received only supportive comments and was accepted to be included in the 2015 NBC.

Cost implications No cost implications are expected because an equivalent acceptable material standard is already referenced (ASTM C1396).


N/A [9.29.5.2.] 9.29.5.2. ([1] 1) [F20,F80-OP2.1,OP2.3] [F22,F80-OP2.4] [9.29.5.2.] 9.29.5.2. ([1] 1) [F20,F80-OS2.1,OS2.3] [9.29.5.2.] 9.29.5.2. ([1] 1) [F20,F22,F80-OS1.2] Applies where interior finishes are required to act as fire protection for foamed plastics or to contribute to the required fire resistance of assemblies. [9.29.5.2.] 9.29.5.2. ([1] 1) [F20,F22,F80,F81-OH1.1,OH1.2] Applies where interior finishes support or serve

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as required environmental separation elements.



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Proposed Change 803 Code Reference(s): NBC10 Div.B 9.25.2.2. Subject: Referenced Documents Title: Add a Reference to ASTM C726 - Mineral Fibre Description: The proposed change adds a reference to ASTM C726, “Mineral Wool Roof

Insulation Board,” for applications for which there is currently no clear means of compliance and makes Part 5 and Part 9 references consistent.


PCF 559

EXISTING PROVISION

9.25.2.2. Insulation Materials 1) Except as required in Sentence (2), thermal insulation shall conform to the requirements of

a) CAN/CGSB-51.25-M, "Thermal Insulation, Phenolic, Faced", b) CGSB 51-GP-27M, "Thermal Insulation, Polystyrene, Loose Fill", c) CAN/ULC-S701, "Thermal Insulation, Polystyrene, Boards and Pipe Covering", d) CAN/ULC-S702, "Mineral Fibre Thermal Insulation for Buildings", e) CAN/ULC-S703, "Cellulose Fibre Insulation (CFI) for Buildings", f) CAN/ULC-S704, "Thermal Insulation, Polyurethane and Polyisocyanurate, Boards, Faced", g) CAN/ULC-S705.1, "Thermal Insulation – Spray Applied Rigid Polyurethane Foam, Medium

Density – Material - Specification", or h) CAN/ULC-S706, "Wood Fibre Thermal Insulation for Buildings".

2) The flame-spread ratings requirements contained in the standards listed in Sentence (1) shall not apply. (See Appendix A.)

3) Insulation in contact with the ground shall be inert to the action of soil and water and shall be such that its insulative properties are not significantly reduced by moisture.

A-9.25.2.2.(2) Flame-Spread Ratings of Insulating Materials. Part 9 has no requirements for flame-spread ratings of insulation materials since these are seldom exposed in parts of buildings where fires are likely to start. Certain of the insulating material standards referenced in Sentence 9.25.2.2.(1) do include flame-spread rating criteria. These are included either because the industry producing the product wishes to demonstrate that their product does not constitute a fire hazard or because the product is regulated by authorities other than building authorities (e.g., Hazardous Products Act). However, the Code cannot apply such requirements to some materials and not to others. Hence, these flame-spread rating requirements are excepted in referencing these standards.

PROPOSED CHANGE

[9.25.2.2.] 9.25.2.2. Insulation Materials [1] 1) Except as required in Sentence (2), thermal insulation shall conform to the requirements of

[a] --) ASTM C 726, “Mineral Wool Roof Insulation Board,” [b] a) CAN/CGSB-51.25-M, "Thermal Insulation, Phenolic, Faced", [c] b) CGSB 51-GP-27M, "Thermal Insulation, Polystyrene, Loose Fill", [d] c) CAN/ULC-S701, "Thermal Insulation, Polystyrene, Boards and Pipe Covering", [e] d) CAN/ULC-S702, "Mineral Fibre Thermal Insulation for Buildings", [f] e) CAN/ULC-S703, "Cellulose Fibre Insulation (CFI) for Buildings",

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[g] f) CAN/ULC-S704, "Thermal Insulation, Polyurethane and Polyisocyanurate, Boards, Faced", [h] g) CAN/ULC-S705.1, "Thermal Insulation – Spray Applied Rigid Polyurethane Foam, Medium

Density – Material - Specification", or [i] h) CAN/ULC-S706, "Wood Fibre Thermal Insulation for Buildings".

[2] 2) The flame-spread ratings requirements contained in the standards listed in Sentence (1) shall not apply. (See Appendix A.)

[3] 3) Insulation in contact with the ground shall be inert to the action of soil and water and shall be such that its insulative properties are not significantly reduced by moisture.

RATIONALE

Problem Mineral wool roof insulation boards are used in the construction of Part 9 buildings. However, no clear means of compliance with the code are provided as the product has been excluded from ULC S702.

Justification - Explanation A complete review of the standard has been undertaken by the Working Group of the Standing Committee on Environmental Separation, which found that the standard offered an acceptable level of performance and that it could be referenced without limitations/qualifications.

Referencing this ASTM standard for mineral wool roof insulation board ensures that

• an acceptable solution is provided where these materials are used in buildings, and • the background investigation workloads for designers, specification writers and building code inspectors in

determining building code compliance for specified and alternative products will be reduced. Cost implications The materials covered in the standard are already being manufactured/used in Canada.

There would be cost reductions where specialists had to be hired to develop documentation for the alternative solutions compliance route on a project-by-project basis.

The risk and liability for contractors for using non-regulated products is reduced. Enforcement implications The enforcement of materials is currently done through referencing of material standards and related labelling and marking of products. The standard can be enforced in the same manner without requiring additional resources.

Who is affected Builders, designers, specifiers, manufacturers, building owners, building officials.


[9.25.2.2.] 9.25.2.2. ([1] 1) [F51,F63,F80-OH1.1,OH1.2] [9.25.2.2.] 9.25.2.2. ([1] 1) [F63,F80-OS2.3] [9.25.2.2.] 9.25.2.2. ([2] 2) no attributions [9.25.2.2.] 9.25.2.2. ([3] 3) [F51,F63-OH1.1,OH1.2] [9.25.2.2.] 9.25.2.2. ([3] 3) [F63-OS2.3]

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Committee: Housing and Small Buildings (12.07.1.d), Environmental Separation


Page: 1/3

Proposed Change 887 Code Reference(s): NBC10 Div.B 9.25.5. Subject: Low Permeance Materials in the Building Envelope Title: Application of Low Permeance Requirements Description: This proposed change reduces the trigger value on which the design and

construction of wall assemblies is based, where they contain low permeance materials within the assembly.


CCR 802

PROPOSED CHANGE

[9.25.5.] 9.25.5. Properties and Position of Materials in the Building Envelope

[9.25.5.1.] 9.25.5.1. General (See Appendix A.)

[1] 1) Except as provided in Sentences (2) and (3), Ssheet and panel-type materials incorporated into assemblies described in Article 9.25.1.1. shall conform to Article 9.25.5.2., where [a] a) the material has

[i] i) an air leakage characteristic less than 0.1 L/(s·m2) at 75 Pa, and [ii] ii) a water vapour permeance less than 3060 ng/(Pa·s·m2) when measured in accordance

with ASTM E 96/E 96M, “Water Vapor Transmission of Materials,” using the desiccant method (dry cup) (see Appendix A), and

[b] b) the intended use of the interior space where the materials are installed will not result in high moisture generation.

(See Appendix A.)

A-9.25.5.1.(1)(a)(ii) Reduced Potential for Condensation in the Building Envelope. The requirements in Article 9.25.5.2. aim to reduce the risk of condensation being introduced into wall assemblies due

to the water vapour permeance of the outboard materials. Research has shown that the risk of condensation in an assembly increases significantly where outboard materials have a water vapour permeance less than 30 ng/(Pa·s·m2). Installing vapour-adaptable or high permeance sheathing materials, or insulating building envelope assemblies outboard of the low permeance material significantly reduces the potential.

[2] 2) Where the intended use of the interior space will result in high moisture generation, the assembly shall be designed according to Part 5.

[3] 3) Uncoated wWood-based sheathing materials not more than 12.5 mm thick and complying with Article 9.23.17.2. need not comply with Sentence (1). (See Appendix A.)

A-9.25.5.1.(3) Wood-based Sheathing Materials. Wood-based sheathing materials, such as plywood and OSB, that are not more than 12.5 mm thick are exempt from complying with Sentence (1) because wood has an adaptive vapour permeance based on relative humidity: it has a low vapour permeance in an environment with low relative humidity and a higher vapour permeance in an environment with high relative humidity (see Figure A-9.25.5.1.(3)). This adaptive vapour permeance means that wood-based materials located on the outboard side of an assembly in winter, where the RH is typically 75% or higher, are relatively vapour-open, thus allowing greater vapour movement. The same wood-based material located on the inboard side of an assembly, where the RH is typically much lower in winter, has a low vapour permeance, thus mitigating the movement of vapour.

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Wood maintains its adaptive vapour permeance even if treated with a fire retardant as long as the treatment is not film-forming. Non-film-forming fire-retardant treatments penetrate the wood fibres and do not impact the permeability of wood sheathing. Wood-based sheathing treated with this type of product therefore still qualifies for the exemption.

Figure A-9.25.5.2.(3) Adaptive water vapour permeance of wood-based sheathing materials

[9.25.5.2.] 9.25.5.2. Position of Low Permeance Materials

RATIONALE

Problem It is not clear whether the assessment criteria used when the application trigger of 60 ng/Pa s m² for low permeance materials was selected, based on the modeling of air flow through assemblies risk for moisture condensation.

Recent research investigated the risk potential of common wall asembly constructions and indicated that the risk may be similar for a) materials that are currently required to comply with Article 9.25.5.2. (60 ng and below) and b) those materials that would not have to comply with that Article (60 ng and above).

The code currently does not recognize the increased performance (reduced risk potential) for assemblies insulated on the exterior.

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Justification - Explanation Recent research confirmed that, assemblies insulated on the exterior that have outboard materials with a Wateer Vapour Peremance (WVP) above 60 ng/Pa s m² show a lower potential for the risk of moisture condensation than assemblies without exterior insulation with vapour adaptive structural sheathing materials and assemblies with low permeance outboard materials that are insulated on the exterior.

The trigger value of 30 ng/Pa s m² is based on

• research findings, which showed that there was no significant difference in risk potential between assemblies using insulated sheathing materials with at least R4 insulation where the permeance values of the sheathing varied from 2 through 60 and 90 to 300 ng/Pa s m², and

• the fact that 30 ng/Pa s m² is the WVP of 15.9 mm (⅝”) thick OSB.

The research confirmed the justification for the wood-based shaething exemption, but brought up the concern that sheathing materials coated with film-building materials should be excluded as they alter the moisture adaptive behaviour of the wood-based sheathing. The appendix note to Sentence 9.25.5.1.(3) provides further guidance on this subject.

Cost implications Cost implication for builders and designers:

The limitation of the application for requiring insulation from (current) assemblies with outboard materials with 60ng / Pa s m² or less to (proposed) assemblies with outboard materials with 30 ng / Pa s m² or less would mean that fewer building envelope constructions might require insulation and that in certain locations and for certain materials low permeance sheathing materials may not be required to be insulated where this would currently be required.

Cost implications for manufacturers

While the benefit of insulating wood-frame walls on the exterior has been demonstrated, the relaxation of this requirements from applying to many sheathing materials to fewer products, ensures a level playing field and prevents an unfair market advantage.

Enforcement implications The way in which this requirement is enfored, is not affected by changing the water vapour permeance value based on which the requirement applies. However, fewer materials would now fall into the application of the requirments, which previously would have been required to be insulated.

Who is affected Manufacturers, Builders, Designers, Building Officials


[9.25.5.1.] 9.25.5.1. ([1] 1) no attributions [9.25.5.1.] 9.25.5.1. ([2] 2) no attributions [9.25.5.1.] 9.25.5.1. ([2] 2) [F62,F63-OS2.3] [9.25.5.1.] 9.25.5.1. ([2] 2) [F62,F63-OH1.1,OH1.2,OH1.3] [9.25.5.1.] 9.25.5.1. ([3] 3) no attributions [9.25.5.2.] 9.25.5.2. ([1] 1) [F62,F63-OS2.3] [9.25.5.2.] 9.25.5.2. ([1] 1) [F62,F63-OH1.1,OH1.2] [9.25.5.2.] 9.25.5.2. ([2] 2) no attributions

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NBC10 Div.B 9.30.2.2. Subject: Referenced Documents Title: Replace outdated standard for Hardwood and Decorative Plywood Description: This proposed change replaces an outdated standard for hardwood and

decorative plywood with a more up-to-date standard and makes Part 5 and Part 9 references consistent.


PCF 190

EXISTING PROVISION

9.27.8.1. Material Standards 1) Plywood cladding shall be exterior type conforming to

a) CSA O115-M, "Hardwood and Decorative Plywood", b) CSA O121, "Douglas Fir Plywood", c) CSA O151, "Canadian Softwood Plywood", or d) CSA O153-M, "Poplar Plywood".

9.30.2.2. Materials and Thickness 1) Panel-type underlay shall be not less than 6 mm thick and shall conform to

a) ANSI A208.1, "Particleboard", b) CAN/CGSB-11.3-M, "Hardboard", c) CSA O115-M, "Hardwood and Decorative Plywood", d) CSA O121, "Douglas Fir Plywood", e) CSA O151, "Canadian Softwood Plywood", f) CSA O153-M, "Poplar Plywood", or g) CSA O437.0, "OSB and Waferboard".

2) Panel-type underlay under ceramic tile applied with adhesive shall be not less than a) 6 mm thick where the supports are spaced up to 300 mm o.c., and b) 11 mm thick where the supports are spaced wider than 300 mm o.c.

PROPOSED CHANGE

[9.27.8.1.] 9.27.8.1. Material Standards [1] 1) Plywood cladding shall be exterior type conforming to

[a] a) ANSI/HPVA HP-1, “Hardwood and Decorative Plywood,”CSA O115-M, "Hardwood and Decorative Plywood",

[b] b) CSA O121, "Douglas Fir Plywood", [c] c) CSA O151, "Canadian Softwood Plywood", or [d] d) CSA O153-M, "Poplar Plywood".

[9.30.2.2.] 9.30.2.2. Materials and Thickness [1] 1) Panel-type underlay shall be not less than 6 mm thick and shall conform to

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[a] a) ANSI A208.1, "Particleboard", [b] b) CAN/CGSB-11.3-M, "Hardboard", [c] c) ANSI/HPVA HP-1, “Hardwood and Decorative Plywood,” CSA O115-M, "Hardwood

and Decorative Plywood", [d] d) CSA O121, "Douglas Fir Plywood", [e] e) CSA O151, "Canadian Softwood Plywood", [f] f) CSA O153-M, "Poplar Plywood", or

[g] g) CSA O437.0, "OSB and Waferboard".

[2] 2) Panel-type underlay under ceramic tile applied with adhesive shall be not less than [a] a) 6 mm thick where the supports are spaced up to 300 mm o.c., and

[b] b) 11 mm thick where the supports are spaced wider than 300 mm o.c.

RATIONALE

Problem The industry has not supported the currently referenced standards CSA-O115-M for the last decade or so. The industry has been adhering to the standard ANSI/HPVA HP-1 for well over six years. This may create liabilities for installers where products are not tested/labelled anymore to verify compliance to the NBC.

Justification - Explanation Referencing a more up-to-date, industry-supported standard, helps to reduce liability for installers and maintains the level of performance for these materials.

A SCES Working Group reviewed the standard ANSI/HPVA HP-1-2009 and determined that the standard:

• addresses the products covered in CSA O115-M • maintains the requirements/level of performance for these products • includes new products that have been introduced to the market after the last update of CSA O115-M.

The Working Group agreed that referencing ANSI/HPVA HP-1 would help limit the use of lower quality products such as those containing formaldehyde.

A proposed change to Part 5 was submitted to Public Review in 2012. Only supportive comments were received. The SCES recommended to the CCBFC to proceed with the proposed change as originally proposed.

Cost implications None - The proposed standard is equivalent to the standard it replaces and the new products covered have been used by the industry for some time.

Enforcement implications None - The proposed standard is equivalent to the standard it replaces and enforcement of new products can be done using existing methods and existing infrastructure.

Who is affected Designers, specification writers, manufacturers, builders and inspectors

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[9.27.8.1.] 9.27.8.1. ([1] 1) [F20,F22-OH1.1,OH1.2,OH1.3] [9.27.8.1.] 9.27.8.1. ([1] 1) [F20-OS2.1,OS2.3] [F20-OS2.1,OS2.3,OS2.4] [F22-OS2.3,OS2.4,OS2.5] Applies where panel-type cladding is installed to provide the required bracing. [9.27.8.1.] 9.27.8.1. ([1] 1) [F20-OP2.1,OP2.3,OP2.4] [F22-OP2.3,OP2.4,OP2.5] Applies where panel-type cladding is installed to provide the required bracing. [9.30.2.2.] 9.30.2.2. ([1] 1) [F81-OS3.1] [9.30.2.2.] 9.30.2.2. ([1] 1) [F81-OS2.3] Applies where finished flooring is required to provide water resistance. [9.30.2.2.] 9.30.2.2. ([1] 1) [F81-OH1.1] Applies where finished flooring is required to provide water resistance. [9.30.2.2.] 9.30.2.2. ([2] 2) [F81-OS2.3] Applies where finished flooring is required to provide water resistance. [9.30.2.2.] 9.30.2.2. ([2] 2) [F81-OS3.1] [9.30.2.2.] 9.30.2.2. ([2] 2) [F81-OH1.1] Applies where finished flooring is required to provide water resistance.

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Committee: Housing and Small Buildings (11.09.1) Last modified: 2013-11-29 Page: 1/2

Proposed Change 807 Code Reference(s): NBC10 Div.B 9.35.3.3. Subject: Structural Design (Part 9) Title: Exemption from foundation drainage requirements for small detached

garages Description: This proposed change exempts small detached garages where the finished

grade is at or near the elevation of the garage's floor slab and slopes away from the building. It also clarifies the permission to use a mud sill rather than a foundation for small garages by moving the existing provision to Article 9.35.3.1.


CCR 607



EXISTING PROVISION 9.35.3.1. Foundation Required

1) Except as permitted in this Subsection, foundations conforming to Sections 9.12. and 9.15. shall be provided for the support of carport and garage super-structures, including that portion beneath garage doors.

9.35.3.3. Small Garages

1) Detached garages of less than 55 m2 floor area and not more than 1 storey in height are permitted to be supported on wood mud sills provided the garage is not of masonry or masonry veneer construction.

PROPOSED CHANGE

[9.35.3.1.] 9.35.3.1. Foundation Required 1) Except as permitted in this Subsection, foundations conforming to Sections 9.12. and 9.15. shall be provided for the support of carport and garage super-structures, including that portion beneath garage doors.

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 wood mud sills.

[9.35.3.3.] 9.35.3.3. Small GaragesDrainage

[1] 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 are permitted to be supported on wood mud sills provided the garage is not of masonry or masonry veneer construction. need not conform with the foundation drainage requirements stated in Subsection 9.14. where the grade is at or near the elevation of the garage’s floor slab and slopes away from the building.

RATIONALE

Problem Article 9.35.3.3. permits the use of mud sills as foundation for small detached garage of less than 55 m² and exempts these garages from the requirements for foundation drainage. Small garages with concrete foundations however are not exempt from the foundation drainage requirements even if the finished grade around the garage is at or near the elevation of the slab.

Justification - Explanation The proposed change extends the exemption for small detached garages on a mud sill to detached garages of the same size where the finished grade is at near or at the elevation of the garage's floor slab and slopes away from the foundation.

The risk of flooding and its consequences are independent of the foundation type and are the same for small detached garages.

Cost implications This may result in cost savings of approximately $150 where foundation drainage was required in the past.

Enforcement implications This change will facilitate enforcement by clarifying a situation that may currently be misinterpreted.

Who is affected building officials, builders, designers, specifiers.

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[9.35.3.1.] 9.35.3.1. ([1] 1) no attributions [9.35.3.3.] 9.35.3.3. ([1] 1) no attributions


Committee: Housing and Small Buildings (2010-12.07.1.F) Last modified: 2014-06-23 Page: 1/2

Proposed Change 897 Code Reference(s): NBC10 Div.B 9.36.2.2.(4) Subject: Energy Efficiency for Houses Title: Determination of Thermal Characteristics of Materials, Components and

Assemblies Description: The proposed change revises the temperature conditions required when

testing opaque assemblies for their thermal resistance in accordance with the ASTM C 1363 standard.

PROPOSED CHANGE

[9.36.2.2.] 9.36.2.2. Determination of Thermal Characteristics of Materials, Components and Assemblies

[1] 4) The effective thermal resistance of opaque building assemblies shall be determined from [a] a) calculations conforming to Article 9.36.2.4., or [b] b) laboratory tests performed in accordance with ASTM C 1363, “Thermal Performance of

Building Materials and Envelope Assemblies by Means of a Hot Box Apparatus,” using an indoor air temperature of 21±1°C and an outdoor air temperature of –1835±1°C.

RATIONALE

Problem The temperature conditions for thermal resistance testing of opaque assemblies stated in Clause 9.36.2.2.(4)(b) are not consistent with those proposed for Sentence 3.1.1.5.(5) of the NECB for the same purpose.

Justification - Explanation The proposed cold-side temperature condition would achieve consistency with the proposed requirements in the NECB as well as with temperatures typically used in testing laboratories for thermal resistance testing.

The -18°C cold-side air temperature

• is consistent witht the testing conditions used to generate much of the material data provided in Table A-9.36.2.4.D

• provides an equal comparison between opaque building envelope assemblies and fenestration products. Referencing these conditions, will allow building designers to estimate the overall building envelope thermal performance values (of both fenestration and wall assemblies) using the same conditions.

The proposed boundary conditions (interior: 21°C / exterior: −18°C) are also harmonizing with the existing fenestration thermal boundary conditions that are well established in the United States and Canada and already referenced in the National Building Code (CSA A440.2-09).

Cost implications There are no cost implications for those companies that have already tested to the -35°C requirements as those systems would automatically meet the -18°C requirements. Any new assemblies would have had to be tested anyways so there would be no addition costs with this change.

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Committee: Housing and Small Buildings (2010-12.07.1.F) Last modified: 2014-06-23 Page: 2/2

Enforcement implications The proposed limit does not change the method of enforcement (recognizing test certificates).

Who is affected Builders, Building officials, designers, contractors, manufacturers.


[9.36.2.2.] 9.36.2.2. ([1] 4) [F92-OE1.1]

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Committee: Housing and Small Buildings (2010-12.07.1.f) Last modified: 2014-06-23 Page: 1/3

Proposed Change 898 Code Reference(s): NBC10 Div.B 9.36.2.9.(1) Subject: Energy Efficiency for Houses Title: Airtightness Description: The proposed change specifies two limitations on using the air barrier

assembly testing procedures of ASTM E 2357 for compliance with the energy efficiency requirements.

PROPOSED CHANGE

[9.36.2.9.] 9.36.2.9. Airtightness [1] 1) The leakage of air into and out of conditioned spaces shall be controlled by constructing

[a] a) a continuous air barrier system in accordance with Sentences (2) to (6), Subsection 9.25.3. and Article 9.36.2.10.,

[b] b) a continuous air barrier system in accordance with Sentences (2) to (6) and Subsection 9.25.3. and a building assembly having an air leakage rate not greater than 0.20 L/(s·m2) (Type A4) when tested in accordance with CAN/ULC-S742, “Air Barrier Assemblies – Specification,” at a pressure differential of 75 Pa, or

[c] c) a continuous air barrier system in accordance with Sentences (2) to (6) and Subsection 9.25.3. and a building assembly having an air leakage rate not greater than 0.20 L/(s·m2) when tested in accordance with ASTM E 2357, “Determining Air Leakage of Air Barrier Assemblies.,” where [i] --) the building will not be subjected to 1-in-50 sustained wind loads exceeding 0.65 kPa, and [ii] --) the air barrier assembly is protected from UV exposure and temperature variations.

(See Appendix A.)

A-9.36.2.9.(1) Controlling air leakage. Airtightness Options Sentence 9.36.2.9.(1) presents three options for achieving an airtight building envelope: one prescriptive option

(Clause (a)) and two testing options (Clauses (b) and (c)).

Air Barrier Assembly Testing Air barrier assemblies are subjected to structural loading due to mechanical systems, wind pressure and stack effect. In

addition, they may be affected by physical degradation resulting from thermal and structural movement. Both CAN/ULC-S742 and ASTM E 2357 outline testing limits for such issues, which can compromise the performance of the air barrier assembly. Where local climatic data and building conditions exceed these limits, the maximum building height and sustained 1-in-50 hourly wind pressure values covered in Table 1 of CAN/ULC-S742 are permitted to be extrapolated beyond the listed ranges to apply to any building height, in any location, provided the air barrier assembly in question has been tested to the specific building site and design parameters. However, air barrier assemblies tested to ASTM E 2357 are not subjected to temperature variations during testing, and there is no indication that testing data is permitted to be extrapolated beyond the 0.65 kPa limit.

Air Barrier System Approaches For an air barrier system to be effective, all critical junctions and penetrations addressed in Articles 9.36.2.9.

and 9.36.2.10. must be sealed using either an interior or exterior air barrier approach or a combination of both.

The following are examples of typical materials and techniques used to construct an interior air barrier system: • airtight-drywall approach • sealed polyethylene approach • joint sealant method

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• rigid panel material (i.e. extruded polystyrene) • spray-applied foams • paint or parging on concrete masonry walls or cast-in-place concrete

Where the air barrier and vapour barrier functions are provided by the same layer, it must be installed toward the warm (in winter) side of the assembly or, in the case of mass walls such as those made of cast-in place concrete, provide resistance to air leakage through much of the thickness of the assembly. Where these functions are provided by separate elements, the vapour barrier is required to be installed toward the interior of the assembly while the airtight element can be installed toward the interior or exterior depending on its vapour permeance.

The following are examples of typical materials and techniques used to construct an exterior air barrier system: • rigid panel material (i.e. extruded polystyrene) • house wraps • peel-and-stick membranes • liquid-applied membranes

When designing an exterior air barrier system, consideration should be given to the strength of the vapour barrier and expected relative humidity levels as well as to the climatic conditions at the building’s location and the properties of adjoining materials.

RATIONALE

Problem Article 9.36.2.9. (published in the Revisions and Errata to the 2010 NBC) permits two testing methods for air barrier assemblies. The two methods are not equal in that air barrier assemblies tested to ASTM E 2357 are not subjected to temperature variations during testing, and there is no indication that testing data may be extrapolated beyond the 1.65 kPa limit.

In addition, the ASTM E 2357 standard does not require the air barrier materials in the assembly to be conditioned to address the impact that weathering/aging has on the air barrier material’s resistance to air leakage.

Justification - Explanation Both CAN/ULC-S742 and ASTM E2357 test representative air barrier assemblies as installed in buildings, including several types and sizes of penetrations, transitions and material joints. As such, they represent a more accurate indication of installed performance than single material tests.

ASTM E2357 was approved as a test method in 2005 and has been adopted as the basis measuring the air leakage rate of building assemblies by both the Air Barrier Association of America and the National Air Barrier Association as a key element of its acceptance criteria.

CAN/ULC-S742 was approved in 2011 and provides a testing and performance standard for evaluating air barrier assemblies. It is similar to ASTM E2357 in design, but has greater provisions for extreme climatic conditions as found in Canada.

The proposed limitations on ASTM E2357 puts the two test methods on a more equal base. The Appendix Note provides further details on the two test methods.

Cost implications There are no cost implications in locations with 0.65 kPa wind loads or less. In locations with wind loads above this limit, there are still two compliance choices available (i.e. following prescriptive requirements or testing the air barrier assembly to ULC S742).

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Information and statistics on air leakage shows that failures consistently occur at the transitions and penetrations in the air barrier assembly and not often in the material themselves. In adopting reference standards that test air barrier assemblies, it will limit the probability of premature air barrier system failures.

Such air barrier system failures:

• increase energy consumption of buildings, • increase the probability of mould, efflorescence, and ice dams, • can cause premature degradation of building components, • can cause health issues, • increase operation, remediation and environmental costs.

Testing of the air barrier assembly would be done by an independent laboratory. There are facilities in both Canada and the U.S. that are accredited to conduct both CAN/ULC-S742 and ASTM E2357 tests. The manufacturer would conduct this test on an air barrier assembly using their air barrier material with appropriate air barrier accessories and transitions. The assembly would not require further testing, unless the manufacturer makes substantial changes to the air barrier assembly. Typically, designs and evaluations are valid for extended periods of time. The test certificate would then be furnished by the manufacturer (either directly or through wholesalers) to designers, contractors, and building authorities or anyone who asks for it.

The cost of a single test is in the range of $15,000 to $20,000. This cost would presumably be spread over many years, and many units of product. Therefore, the cost of testing to the industry is minimal. Anecdotal information has been received that manufacturers do not raise their product costs due to the cost of testing. Many air barrier products on the market have indeed already been tested to CAN/ULC S742 and/or ASTM E 2357 and comply today.

Enforcement implications The proposed limit does not change the method of enforcement (recognizing test certificates).

Who is affected Builders, Building officials, designers, contractors, manufacturers.


[9.36.2.9.] 9.36.2.9. ([1] 1) [F90-OE1.1]

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Committee: Structural Design, Housing and Small Buildings Last modified: 2014-05-23 Page: 1/47

Proposed Change 837 Code Reference(s): NBC10 Div.B Appendix C Subject: Snow Loads Title: Updated Snow Load data in Table C-2 of Appendix C Description: This proposed change is intended to update the snow load data based on

the latest information from Environment Canada.

PROPOSED CHANGE

Appendix C Climatic and Seismic Information for Building Design in Canada

Footnote: This Appendix is included for explanatory purposes only and does not form part of the requirements.

Introduction The great diversity of climate in Canada has a considerable effect on the performance of buildings; consequently, building design must reflect this diversity. This Appendix briefly describes how climatic design values are computed and provides recommended design data for a number of cities, towns, and lesser populated locations. Through the use of such data, appropriate allowances can be made for climate variations in different localities of Canada and the National Building Code can be applied nationally. The climatic design data provided in this Appendix are based on weather observations collected by the Atmospheric Environment Service, Environment Canada. The climatic design data have been researched and analyzed for the Canadian Commission on Building and Fire Codes by Environment Canada, and appear at the end of this Appendix in Table C-2., Design Data for Selected Locations in Canada. As it is not practical to list values for all municipalities in Canada, recommended climatic design values for locations not listed can be obtained by contacting the Atmospheric Environment Service, Environment Canada, 4905 Dufferin Street, Downsview, Ontario M3H 5T4, (416) 739-4365. It should be noted, however, that these recommended values may differ from the legal requirements set by provincial, territorial or municipal building authorities. The information on seismic hazard in spectral format has been provided by the Geological Survey of Canada of Natural Resources Canada. Information for municipalities not listed may be obtained through the Natural Resources Canada Web site at www.EarthquakesCanada.ca, or by writing to the Geological Survey of Canada at 7 Observatory Crescent, Ottawa, Ontario K1A 0Y3, or at P.O. Box 6000, Sidney, B.C. V8L 4B2.

General The choice of climatic elements tabulated in this Appendix and the form in which they are expressed have been dictated largely by the requirements for specific values in several sections of the National Building Code of Canada 2010. These elements include the Ground Snow Loads, Wind Pressures, Design Temperatures, Heating Degree-Days, One-Day and 15-Minute Rainfalls, the Annual Total Precipitation values and Seismic Data. The following notes briefly explain the significance of these particular elements in building design, and indicate which weather observations were used and how they were analyzed to yield the required design values. In Table C-2., Design Data for Selected Locations in Canada (referred to in this Appendix as the Table), design weather recommendations and elevations are listed for over 600 locations, which have been chosen based on a variety of reasons. Many incorporated cities and towns with significant populations are included unless located close to larger cities. For sparsely populated areas, many smaller towns and villages are listed. Other locations have been added to the list when the demand for climatic design recommendations at these sites has been significant. The named locations refer to the specific latitude and longitude defined by the Gazetteer of Canada (Natural Resources Canada), available from Publishing and Depository Services Canada, Public Works and Government Services Canada, Ottawa, Ontario K1A 0S5. The elevations are given in metres and refer to heights above sea level. Almost all of the weather observations used in preparing the Table were, of necessity, observed at inhabited locations. To estimate design values for arbitrary locations, the observed or computed values for the weather stations were mapped and interpolated appropriately. Where possible, adjustments have been applied for the influence of elevation and known topographical effects. Such influences include the tendency of cold air to collect in depressions, for precipitation to increase with elevation, and for generally stronger winds near large bodies of water. Elevations have been added to the Table because of their potential to significantly influence climatic design values. Since interpolation from the values in the Table to other locations may not be valid due to local and other effects, Environment Canada will provide climatic design element recommendations for locations not listed in the Table. Local effects are particularly significant in mountainous areas, where the values apply only to populated valleys and not to the mountain slopes and high passes, where very different conditions are known to exist.

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Changing and Variable Climates Climate is not static. At any location, weather and climatic conditions vary from season to season, year to year, and over longer time periods (climate cycles). This has always been the case. In fact, evidence is mounting that the climates of Canada are changing and will continue to change significantly into future. When estimating climatic design loads, this variability can be considered using appropriate statistical analysis, data records spanning sufficient periods, and meteorological judgement. The analysis generally assumes that the past climate will be representative of the future climate. Past and ongoing modifications to atmospheric chemistry (from greenhouse gas emissions and land use changes) are expected to alter most climatic regimes in the future despite the success of the most ambitious greenhouse gas mitigation plans.(10) Some regions could see an increase in the frequency and intensity of many weather extremes, which will accelerate weathering processes. Consequently, many buildings will need to be designed, maintained and operated to adequately withstand ever changing climatic loads. Similar to global trends, the last decade in Canada was noted as the warmest in instrumented record. Canada has warmed, on average, at almost twice the rate of the global average increase, while the western Arctic is warming at a rate that is unprecedented over the past 400 years.(10) Mounting evidence from Arctic communities indicates that rapid changes to climate in the North have resulted in melting permafrost and impacts from other climate changes have affected nearly every type of built structure. Furthermore, analyses of Canadian precipitation data shows that many regions of the country have, on average, also been tending towards wetter conditions.(10)

In the United States, where the density of climate monitoring stations is greater, a number of studies have found an unambiguous upward trend in the frequency of heavy to extreme precipitation events, with these increases coincident with a general upward trend in the total amount of precipitation. Climate change model results, based on an ensemble of global climate models worldwide, project that future climate warming rates will be greatest in higher latitude countries such as Canada.(11)

January Design Temperatures A building and its heating system should be designed to maintain the inside temperature at some pre-determined level. To achieve this, it is necessary to know the most severe weather conditions under which the system will be expected to function satisfactorily. Failure to maintain the inside temperature at the pre-determined level will not usually be serious if the temperature drop is not great and if the duration is not long. The outside conditions used for design should, therefore, not be the most severe in many years, but should be the somewhat less severe conditions that are occasionally but not greatly exceeded. The January design temperatures are based on an analysis of January air temperatures only. Wind and solar radiation also affect the inside temperature of most buildings and may need to be considered for energy-efficient design. The January design temperature is defined as the lowest temperature at or below which only a certain small percentage of the hourly outside air temperatures in January occur. In the past, a total of 158 stations with records from all or part of the period 1951-66 formed the basis for calculation of the 2.5 and 1% January temperatures. Where necessary, the data were adjusted for consistency. Since most of the temperatures were observed at airports, design values for the core areas of large cities could be 1 or 2°C milder, although the values for the outlying areas are probably about the same as for the airports. No adjustments were made for this urban island heat effect. The design values for the next 20 to 30 years will probably differ from these tabulated values due to year-to-year climate variability and global climate change resulting from the impact of human activities on atmospheric chemistry. The design temperatures were reviewed and updated using hourly temperature observations from 480 stations for a 25-year period up to 2006 with at least 8 years of complete data. These data are consistent with data shown for Canadian locations in the 2009 Handbook of Fundamentals(12) published by the American Society of Heating, Refrigerating, and Air-Conditioning Engineers (ASHRAE). The most recent 25 years of record were used to provide a balance between accounting for trends in the climate and the sampling variation owing to year-to-year variation. The 1% and 2.5% values used for the design conditions represent percentiles of the cumulative frequency distribution of hourly temperatures and correspond to January temperatures that are colder for 8 and 19 hours, respectively, on average over the long term. The 2.5% January design temperature is the value ordinarily used in the design of heating systems. In special cases, when the control of inside temperature is more critical, the 1% value may be used. Other temperature-dependent climatic design parameters may be considered for future issues of this document.

July Design Temperatures A building and its cooling and dehumidifying system should be designed to maintain the inside temperature and humidity at certain pre-determined levels. To achieve this, it is necessary to know the most severe weather conditions under which the system is expected to function satisfactorily. Failure to maintain the inside temperature and humidity at the pre-determined levels will usually not be serious if the increases in temperature and humidity are not great and the duration is not long. The outside conditions used for design should, therefore, not be the most severe in many years, but should be the somewhat less severe conditions that are occasionally but not greatly exceeded. The summer design temperatures in this Appendix are based on an analysis of July air temperatures and humidities. Wind and solar radiation also affect the inside temperature of most buildings and may, in some cases, be more important than the outside air temperature. More complete summer and winter design information can be obtained from Environment Canada. The July design dry-bulb and wet-bulb temperatures were reviewed and updated using hourly temperature observations from 480 stations for a 25-year period up to 2006. These data are consistent with data shown for Canadian locations in the 2009 Handbook of

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Fundamentals(12) published by ASHRAE. As with January design temperatures, data from the most recent 25-year period were analyzed to reflect any recent climatic changes or variations. The 2.5% values used for the dry- and wet-bulb design conditions represent percentiles of the cumulative frequency distribution of hourly dry- and wet-bulb temperatures and correspond to July temperatures that are higher for 19 hours on average over the long term.

Heating Degree-Days The rate of consumption of fuel or energy required to keep the interior of a small building at 21°C when the outside air temperature is below 18°C is roughly proportional to the difference between 18°C and the outside temperature. Wind speed, solar radiation, the extent to which the building is exposed to these elements and the internal heat sources also affect the heat required and may have to be considered for energy-efficient design. For average conditions of wind, radiation, exposure, and internal sources, however, the proportionality with the temperature difference generally still holds. Since the fuel required is also proportional to the duration of the cold weather, a convenient method of combining these elements of temperature and time is to add the differences between 18°C and the mean temperature for every day in the year when the mean temperature is below 18°C. It is assumed that no heat is required when the mean outside air temperature for the day is 18°C or higher. Although more sophisticated computer simulations using other forms of weather data have now almost completely replaced degree- day-based calculation methods for estimating annual heating energy consumption, degree-days remain a useful indicator of relative severity of climate and can form the basis for certain climate-related Code requirements. The degree-days below 18°C were compiled for 1300 stations for the 25-year period ending in 2006. This analysis period is consistent with the one used to derive the design temperatures described above and with the approach used by ASHRAE.(12)

A difference of only one Celsius degree in the mean annual temperature will cause a difference of 250 to 350 in the Celsius degree- days. Since differences of 0.5 of a Celsius degree in the mean annual temperature are quite likely to occur between two stations in the same town, heating degree-days cannot be relied on to an accuracy of less than about 100 degree-days. Heating degree-day values for the core areas of larger cities can be 200 to 400 degree-days less (warmer) than for the surrounding fringe areas. The observed degree-days, which are based on daily temperature observations, are often most representative of rural settings or the fringe areas of cities.

Climatic Data for Energy Consumption Calculations The climatic elements tabulated in this Appendix represent commonly used design values but do not include detailed climatic profiles, such as hourly weather data. Where hourly values of weather data are needed for the purpose of simulating the annual energy consumption of a building, they can be obtained from multiple sources, such as Environment Canada, Natural Resources Canada, the Regional Conservation Authority and other such public agencies that record this information. Hourly weather data are also available from public and private agencies that format this information for use with annual energy consumption simulation software; in some cases, these data have been incorporated into the software.

Snow Loads The roof of a building should be able to support the greatest weight of snow that is likely to accumulate on it in many years. Some observations of snow on roofs have been made in Canada, but not enough to form the basis for estimating roof snow loads throughout the country. Similarly, observations of the weight, or water equivalent, of the snow on the ground have not been available in digital form in the past. The observations of roof loads and water equivalents are very useful, as noted below, but the measured depth of snow on the ground is used to provide the basic information for a consistent set of snow loads. The estimation of the design snow load on a roof from snow depth observations involves the following steps:

1. The depth of snow on the ground, which has an annual probability of exceedance of 1-in-50, is computed. 2. The appropriate unit weight is selected and used to convert snow depth to loads, Ss. 3. The load, Sr, which is due to rain falling on the snow, is computed. 4. Because the accumulation of snow on roofs is often different from that on the ground, adjustments are applied to the ground

snow load to provide a design snow load on a roof. The annual maximum depth of snow on the ground has been assembled for 1618 stations for which data has been recorded by the Atmospheric Environment Service (AES). The period of record used varied from station to station, ranging from 7 to 38 years. These data were analyzed using a Gumbel extreme value distribution fitted using the method of moments(1) as reported by Newark et al.(2)

The resulting values are the snow depths, which have a probability of 1-in-50 of being exceeded in any one year.

The unit weight of old snow generally ranges from 2 to 5 kN/m3, and it is usually assumed in Canada that 1 kN/m3 is the average for new snow. Average unit weights of the seasonal snow pack have been derived for different regions across the country(3) and an appropriate value has been assigned to each weather station. Typically, the values average 2.01 kN/m3 east of the continental divide (except for 2.94 kN/m3 north of the treeline), and range from 2.55 to 4.21 kN/m3 west of the divide. The product of the 1-in-50 snow depth and the average unit weight of the seasonal snow pack at a station is converted to the snow load (SL) in units of kilopascals (kPa). Except for the mountainous areas of western Canada, the values of the ground snow load at AES stations were normalized assuming a linear variation of the load above sea level in order to account for the effects of topography. They were then smoothed using an

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uncertainty-weighted moving-area average in order to minimize the uncertainty due to snow depth sampling errors and site-specific variations. Interpolation from analyzed maps of the smooth normalized values yielded a value for each location in the Table, which could then be converted to the listed code values (Ss) by means of an equation in the form:

where b is the assumed rate of change of SL with elevation at the location and Z is the location’s elevation above mean sea level (MSL). Although they are listed in the Table of Design Data to the nearest tenth of a kilopascal, values of Ss typically have an uncertainty of about 20%. Areas of sparse data in northern Canada were an exception to this procedure. In these regions, an analysis was made of the basic SL values. The effects of topography, variations due to local climates, and smoothing were all subjectively assessed. The values derived in this fashion were used to modify those derived objectively. For the mountainous areas of British Columbia, Yukon, and the foothills area of Alberta, a more complex procedure was required to account for the variation of loads with terrain and elevation. Since the AES observational network often does not have sufficient coverage to detail this variability in mountainous areas, additional snow course observations were obtained from the provincial and territorial governments of British Columbia, Yukon, and Alberta. The additional data allowed detailed local analysis of ground snow loads on a valley-by-valley basis. Similar to other studies, the data indicated that snow loads above a critical or reference level increased according to either a linear or quadratic relation with elevation. The determination of whether the increase with elevation was linear or quadratic, the rate of the increase and the critical or reference elevation were found to be specific to the valley and mountain ranges considered. At valley levels below the critical elevation, the loads generally varied less significantly with elevation. Calculated valley- and range-specific regression relations were then used to describe the increase of load with elevation and to normalize the AES snow observations to a critical or reference level. These normalized values were smoothed using a weighted moving-average. Tabulated values cannot be expected to indicate all the local differences in Ss. For this reason, especially in complex terrain areas, values should not be interpolated from the Table for unlisted locations. The values of Ss in the Table apply for the elevation and the latitude and longitude of the location, as defined by the Gazetteer of Canada. Values at other locations can be obtained from Environment Canada. The heaviest loads frequently occur when the snow is wetted by rain, thus the rain load, Sr, was estimated to the nearest 0.1 kPa and is provided in the Table. When values of Sr are added to Ss, this provides a 1-in-50-year estimate of the combined ground snow and rain load. The values of Sr are based on an analysis of about 2100 weather station values of the 1-in-50-year one-day maximum rain amount. This return period is appropriate because the rain amounts correspond approximately to the joint frequency of occurrence of the one-day rain on maximum snow packs. For the purpose of estimating rain on snow, the individual observed one-day rain amounts were constrained to be less than or equal to the snow pack water equivalent, which was estimated by a snow pack accumulation model reported by Bruce and Clark.(4)

The results from surveys of snow loads on roofs indicate that average roof loads are generally less than loads on the ground. The conditions under which the design snow load on the roof may be taken as a percentage of the ground snow load are given in Subsection 4.1.6. of the Code. The Code also permits further decreases in design snow loads for steeply sloping roofs, but requires substantial increases for roofs where snow accumulation may be more rapid due to such factors as drifting. Recommended adjustments are given in the User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B). The ground snow load values, Ss, were updated for the 2015 edition of the Code using a similar approach to the one used for the ground snow load update in the 1990 edition. The Gumbel extreme value distribution was fitted to the annual maxima of daily snow depth observations made at over 1400 weather stations, which were compiled from 1990 onward—to as recently as 2012 for some stations—to calculate the 50-year return period snow depth. The 50-year ground snow load was then calculated for each weather station by combining the 50-year snow pack depth with the assigned snow pack density. The Ss values for each location in Table C-2 were compared with the updated weather station values and revised accordingly. As a result, about 84% of the locations remained unchanged, 11% have increased, and 4% decreased. The greatest proportion of increases was for locations in the Yukon, Northwest Territories, and Nunavut.

Annual Total Precipitation Total precipitation is the sum in millimetres of the measured depth of rainwater and the estimated or measured water equivalent of the snow (typically estimated as 0.1 of the measured depth of snow, since the average density of fresh snow is about 0.1 that of water). The average annual total precipitation amounts in the Table have been interpolated from an analysis of precipitation observations from 1379 stations for the 30-year period from 1961 to 1990.

Annual Rainfall The total amount of rain that normally falls in one year is frequently used as a general indication of the wetness of a climate, and is therefore included in this Appendix. See also Moisture Index below.

Rainfall Intensity Roof drainage systems are designed to carry off rainwater from the most intense rainfall that is likely to occur. A certain amount of time is required for the rainwater to flow across and down the roof before it enters the gutter or drainage system. This results in the

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smoothing out of the most rapid changes in rainfall intensity. The drainage system, therefore, need only cope with the flow of rainwater produced by the average rainfall intensity over a period of a few minutes, which can be called the concentration time. In Canada, it has been customary to use the 15-minute rainfall that will probably be exceeded on an average of once in 10 years. The concentration time for small roofs is much less than 15 minutes and hence the design intensity will be exceeded more frequently than once in 10 years. The safety factors in the National Plumbing Code of Canada 2010 will probably reduce the frequency to a reasonable value and, in addition, the occasional failure of a roof drainage system will not be particularly serious in most cases. The rainfall intensity values were updated for the 2010 edition of the Code using observations of annual maximum 15-minute rainfall amounts from 485 stations with 10 or more years of record, including data up to 2007 for some stations. Ten-year return period values—the 15-minute rainfall having a probability of 1-in-10 of being exceeded in any year— were calculated by fitting the annual maximum values to the Gumbel extreme value distribution(1) using the method of moments. The updated values are compiled from the most recent short-duration rainfall intensity-duration-frequency (IDF) graphs and tables available from Environment Canada. It is very difficult to estimate the pattern of rainfall intensity in mountainous areas, where precipitation is extremely variable and rainfall intensity can be much greater than in other types of areas. Many of the observations for these areas were taken at locations in valley bottoms or in extensive, fairly level areas.

One-Day Rainfall If for any reason a roof drainage system becomes ineffective, the accumulation of rainwater may be great enough in some cases to cause a significant increase in the load on the roof. In previous editions of this information, it had been common practice to use the maximum one-day rainfall ever observed for estimating the additional load. Since the length of record for weather stations in Canada is quite variable, the maximum one-day rainfall amounts in previous editions often reflected the variable length of record at nearby stations as much as the climatology. As a result, the maximum values often differed greatly within relatively small areas where little difference should be expected. The current values have been standardized to represent the one-day rainfall amounts that have 1 chance in 50 of being exceeded in any one year or the 1-in-50-year return value one-day rainfalls. The one-day rainfall values were updated using daily rainfall observations from more than 3500 stations with 10 years or more of record, including data up to 2008 for some stations. The 50-year return period values were calculated by fitting the annual maximum one-day rainfall observations to the Gumbel extreme value distribution using the method of moments.(1)

Rainfall frequency observations can vary considerably over time and space. This is especially true for mountainous areas, where elevation effects can be significant. In other areas, small-scale intense storms or local influences can produce significant spatial variability in the data. As a result, the analysis incorporates some spatial smoothing.

Moisture Index (MI) Moisture index (MI) values were developed through the work of a consortium that included representatives from industry and researchers from the Institute for Research in Construction at NRC.10 The MI is an indicator of the moisture load imposed on a building by the climate and is used in Part 9 to define the minimum levels of protection from precipitation to be provided by cladding assemblies on exterior walls. It must be noted, in using MI values to determine the appropriate levels of protection from precipitation, that weather conditions can vary markedly within a relatively small geographical area. Although the values provided in the Table give a good indication of the average conditions within a particular region, some caution must be exercised when applying them to a locality that is outside the region where the weather station is located. MI is calculated from a wetting index (WI) and a drying index (DI).

Wetting Index (WI) To define, quantitatively, the rainwater load on a wall, wind speed and wind direction have to be taken into consideration in addition to rainfall, along with factors that can affect exposure, such as nearby buildings, vegetation and topography. Quantitative determination of load, including wind speed and wind direction, can be done. However, due to limited weather data, it is not currently possible to provide this information for most of the locations identified in the Table. This lack of information, however, has been shown to be non-critical for the purpose of classifying locations in terms of severity of rain load. The results of the research indicated that simple annual rainfall is as good an indicator as any for describing rainwater load. That is to say, for Canadian locations, and especially once drying is accounted for, the additional sensitivity provided by hourly directional rainfall values does not have a significant effect on the order in which locations appear when listed from wet to dry. Consequently, the wetting index (WI) is based on annual rainfall and is normalized based on 1000 mm.

Drying Index (DI) Temperature and relative humidity together define the drying capacity of ambient air. Based on simple psychrometrics, values were derived for the locations listed in the Table using annual average drying capacity normalized based on the drying capacity at Lytton, B.C. The resultant values are referred to as drying indices (DI).

Determination of Moisture Index (MI) The relationship between WI and DI to correctly define moisture loading on a wall is not known. The MI values provided in the Table are based on the root mean square values of WI and 1-DI, with those values equally weighted. This is illustrated in Figure C-1. The

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resultant MI values are sufficiently consistent with industry’s understanding of climate severity with respect to moisture loading as to allow limits to be identified for the purpose of specifying where additional protection from precipitation is required.

Figure [C-1] C-1 Derivation of moisture index (MI) based on normalized values for wetting index (WI) and drying index (DI)

Note to Figure C-1: (1) MI equals the hypotenuse of the triangle defined by WIN and 1-DIN

Driving Rain Wind Pressure (DRWP) The presence of rainwater on the face of a building, with or without wind, must be addressed in the design and construction of the building envelope so as to minimize the entry of water into the assembly. Wind pressure on the windward faces of a building will promote the flow of water through any open joints or cracks in the facade. Driving rain wind pressure (DRWP) is the wind load that is coincident with rain, measured or calculated at a height of 10 m. The values provided in the Table represent the loads for which there is 1 chance in 5 of being reached or exceeded in any one year, or a

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probability of 20% within any one year. Approximate adjustments for height can be made using the values for Ce given in Sentence 4.1.7.1.(5) as a multiplier. Because of inaccuracies in developing the DRWP values related to the averaging of extreme wind pressures, the actual heights of recording anemometers, and the use of estimated rather than measured rainfall values, the values are considered to be higher than actual loads(9) Thus the actual probability of reaching or exceeding the DRWP in a particular location is less than 20% per year and these values can be considered to be conservative. DRWP can be used to determine the height to which wind will drive rainwater up enclosed vertical conduits. This provides a conservative estimate of the height needed for fins in window extrusions and end dams on flashings to control water ingress. This height can be calculated as:

Note that the pressure difference across the building envelope may be augmented by internal pressures induced in the building interior by the wind. These additional pressures can be estimated using the information provided in the Commentary entitled Wind Load and Effects of the User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

Wind Effects All structures need to be designed to ensure that the main structural system and all secondary components, such as cladding and appurtenances, will withstand the pressures and suctions caused by the strongest wind likely to blow at that location in many years. Some flexible structures, such as tall buildings, slender towers and bridges, also need to be designed to minimize excessive wind- induced oscillations or vibrations. At any time, the wind acting upon a structure can be treated as a mean or time-averaged component and as a gust or unsteady component. For a small structure, which is completely enveloped by wind gusts, it is only the peak gust velocity that needs to be considered. For a large structure, the wind gusts are not well correlated over its different parts and the effects of individual gusts become less significant. The User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B) evaluates the mean pressure acting on a structure, provide appropriate adjustments for building height and exposure and for the influence of the surrounding terrain and topography (including wind speed-up for hills), and then incorporate the effects of wind gusts by means of the gust factor, which varies according to the type of structure and the size of the area over which the pressure acts. The wind speeds and corresponding velocity pressures used in the Code are regionally representative or reference values. The reference wind speeds are nominal one-hour averages of wind speeds representative of the 10 m height in flat open terrain corresponding to Exposure A or open terrain in the terminology of the User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B). The reference wind speeds and wind velocity pressures are based on long-term wind records observed at a large number of weather stations across Canada. Reference wind velocity pressures in previous versions of the Code since 1961 were based mostly on records of hourly averaged wind speeds (i.e. the number of miles of wind passing an anemometer in an hour) from over 100 stations with 10 to 22 years of observations ending in the 1950s. The wind pressure values derived from these measurements represented true hourly wind pressures. The reference wind velocity pressures were reviewed and updated for the 2010 edition of the Code. The primary data set used for the analysis comprised wind records compiled from about 135 stations with hourly averaged wind speeds and from 465 stations with aviation (one- or two-minute average) speeds or surface weather (ten-minute average) speeds observed once per hour at the top of the hour; the periods of record used ranged from 10 to 54 years. In addition, peak wind gust records from 400 stations with periods of record ranging from 10 to 43 years were used. Peak wind gusts (gust durations of approximately 3 to 7 seconds) were used to supplement the primary once-per-hour observations in the analysis. Several steps were involved in updating the reference wind values. Where needed, speeds were adjusted to represent the standard anemometer height above ground of 10 m. The data from years when the anemometer at a station was installed on the top of a lighthouse or building were eliminated from the analysis since it is impractical to adjust for the effects of wind flow over the structure. (Most anemometers were moved to 10 m towers by the 1960s.) Wind speeds of the various observation types—hourly averaged, aviation, surface weather and peak wind gust—were adjusted to account for different measure durations to represent a one-hour averaging period and to account for differences in the surface roughness of flat open terrain at observing stations.

The annual maximum wind speed data was fitted to the Gumbel distribution using the method of moments(1) to calculate hourly wind speeds having the annual probability of occurrence of 1-in-10 and 1-in-50 (10-year and 50-year return periods). The values were plotted on maps, then analyzed and abstracted for the locations in Table C-2.. The wind velocity pressures, q, were calculated in Pascals using the following equation:

where ρ is an average air density for the windy months of the year and V is wind speed in metres per second. While air density depends on both air temperature and atmospheric pressure, the density of dry air at 0°C and standard atmospheric pressure of 1.2929 kg/m3 was

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used as an average value for the wind pressure calculations. As explained by Boyd(6), this value is within 10% of the monthly average air densities for most of Canada in the windy part of the year. As a result of the updating procedure, the 1-in-50 reference wind velocity pressures remain unchanged for most of the locations listed in Table C-2.; both increases and decreases were noted for the remaining locations. Many of the decreases resulted from the fact that anemometers at most of the stations used in the previous analysis were installed on lighthouses, airport hangers and other structures. Wind speeds on the tops of buildings are often much higher compared to those registered by a standard 10 m tower. Eliminating anemometer data recorded on the tops of buildings from the analysis resulted in lower values at several locations. Hourly wind speeds that have 1 chance in 10 and 50

Footnote: Wind speeds that have a one-in-”n”-year chance of being exceeded in any year can be computed from the one- in-10 and one-in-50 return values in the Table using the following equation:

of being exceeded in any one year were analyzed using the Gumbel extreme value distribution fitted using the method of moments with correction for sample size. Values of the 1-in-30-year wind speeds for locations in the Table were estimated from a mapping analysis of wind speeds. The 1-in-10- and 1-in-50-year speeds were then computed from the 1-in-30-year speeds using a map of the dispersion parameter that occurs in the Gumbel analysis.(1)

Table C-1. has been arranged to give pressures to the nearest one-hundredth of a kPa and their corresponding wind speeds. The value of “q” in kPa is assumed to be equal to 0.00064645 V2, where V is given in m/s.

Table [A-1] C-1. Wind Speeds

q V q V q V q V

kPa m/s kPa m/s kPa m/s kPa m/s

0.15 15.2 0.53 28.6 0.91 37.5 1.29 44.7 0.16 15.7 0.54 28.9 0.92 37.7 1.30 44.8 0.17 16.2 0.55 29.2 0.93 37.9 1.31 45.0 0.18 16.7 0.56 29.4 0.94 38.1 1.32 45.2 0.19 17.1 0.57 29.7 0.95 38.3 1.33 45.4 0.20 17.6 0.58 30.0 0.96 38.5 1.34 45.5 0.21 18.0 0.59 30.2 0.97 38.7 1.35 45.7 0.22 18.4 0.60 30.5 0.98 38.9 1.36 45.9 0.23 18.9 0.61 30.7 0.99 39.1 1.37 46.0 0.24 19.3 0.62 31.0 1.00 39.3 1.38 46.2 0.25 19.7 0.63 31.2 1.01 39.5 1.39 46.4 0.26 20.1 0.64 31.5 1.02 39.7 1.40 46.5 0.27 20.4 0.65 31.7 1.03 39.9 1.41 46.7 0.28 20.8 0.66 32.0 1.04 40.1 1.42 46.9 0.29 21.2 0.67 32.2 1.05 40.3 1.43 47.0 0.30 21.5 0.68 32.4 1.06 40.5 1.44 47.2 0.31 21.9 0.69 32.7 1.07 40.7 1.45 47.4 0.32 22.2 0.70 32.9 1.08 40.9 1.46 47.5

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q V q V q V q V


0.33 22.6 0.71 33.1 1.09 41.1 1.47 47.7 0.34 22.9 0.72 33.4 1.10 41.3 1.48 47.8 0.35 23.3 0.73 33.6 1.11 41.4 1.49 48.0 0.36 23.6 0.74 33.8 1.12 41.6 1.50 48.2 0.37 23.9 0.75 34.1 1.13 41.8 1.51 48.3 0.38 24.2 0.76 34.3 1.14 42.0 1.52 48.5 0.39 24.6 0.77 34.5 1.15 42.2 1.53 48.6 0.40 24.9 0.78 34.7 1.16 42.4 1.54 48.8 0.41 25.2 0.79 35.0 1.17 42.5 1.55 49.0 0.42 25.5 0.80 35.2 1.18 42.7 1.56 49.1 0.43 25.8 0.81 35.4 1.19 42.9 1.57 49.3 0.44 26.1 0.82 35.6 1.20 43.1 1.58 49.4 0.45 26.4 0.83 35.8 1.21 43.3 1.59 49.6 0.46 26.7 0.84 36.0 1.22 43.4 1.60 49.7 0.47 27.0 0.85 36.3 1.23 43.6 1.61 49.9 0.48 27.2 0.86 36.5 1.24 43.8 1.62 50.1 0.49 27.5 0.87 36.7 1.25 44.0 1.63 50.2 0.50 27.8 0.88 36.9 1.26 44.1 1.64 50.4 0.51 28.1 0.89 37.1 1.27 44.3 1.65 50.5 0.52 28.4 0.90 37.3 1.28 44.5 1.66 50.7

Seismic Hazard The parameters used to represent seismic hazard for specific geographical locations are the 5%-damped horizontal spectral acceleration values for 0.2, 0.5, 1.0, and 2.0 second periods and the horizontal Peak Ground Acceleration (PGA) value that have a 2% probability of being exceeded in 50 years. The four spectral parameters are deemed sufficient to define spectra closely matching the shape of the Uniform Hazard Spectra (UHS). Hazard values are 50th percentile (median) values based on a statistical analysis of the earthquakes that have been experienced in Canada and adjacent regions.(13)(14)(15)(16) The median was chosen over the mean because the mean is affected by the amount of epistemic uncertainty incorporated into the analysis. It is the view of the Geological Survey of Canada and the members of the Standing Committee on Earthquake Design that the estimation of the epistemic uncertainty is still too incomplete to adopt into the Code. The seismic hazard values were updated for the 2010 edition of the Code by replacing the quadratic fit that generated the NBC 2005 values with a newly developed 8-parameter fit to the ground motion relations used for earthquakes in eastern, central and north-eastern Canada. In 2005, it was recognized that, while the quadratic fit provided a good approximation in the high-hazard zones, it was rather conservative at short periods, but not at long periods, for the low-hazard zones; however, as the design values are small in the low- hazard zones, the approximation was accepted. The 8-parameter fit gives a good fit across all zones. In general, PGA and short-period spectral values are reduced, while long-period values are increased. The 2010 values have the following engineering implications: geotechnical design levels (based on PGA values) are reduced, the design forces for short-period buildings are reduced, and the design forces for tall buildings are increased. Since zones of low seismicity cover a large part of the country, the seismic information for about 550 of the 650 localities listed in Table C-2. has changed (often in a minor way); only some western localities are unaffected. Further details regarding the representation of seismic hazard can be found in the Commentary on Design for Seismic Effects in the User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

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References (1) Lowery, M.D. and Nash, J.E., A comparison of methods of fitting the double exponential distribution. J. of Hydrology, 10 (3),

pp. 259–275, 1970. (2) Newark, M.J., Welsh, L.E., Morris, R.J. and Dnes, W.V. Revised Ground Snow Loads for the 1990 NBC of Canada. Can. J. Civ.

Eng., Vol. 16, No. 3, June 1989. (3) Newark, M.J. A New Look at Ground Snow Loads in Canada. Proceedings, 41st Eastern Snow Conference, Washington, D.C.,

Vol. 29, pp. 59-63, 1984. (4) Bruce, J.P. and Clark, R.H. Introduction to Hydrometeorology. Pergammon Press, London, 1966. (5) Yip, T.C. and Auld, H. Updating the 1995 National Building Code of Canada Wind Pressures. Proceedings, Electricity '93

Engineering and Operating Conference, Montreal, paper 93-TR-148. (6) Boyd, D.W. Variations in Air Density over Canada. National Research Council of Canada, Division of Building Research,

Technical Note No. 486, June 1967. (7) Basham, P.W. et al. New Probabilistic Strong Seismic Ground Motion Source Maps of Canada: a Compilation of Earthquake

Source Zones, Methods and Results. Earth Physics Branch Open File Report 82-33, p. 205, 1982. (8) Skerlj, P.F. and Surry, D. A Critical Assessment of the DRWPs Used in CAN/CSA-A440-M90. Tenth International Conference

on Wind Engineering, Wind Engineering into the 21st Century, Larsen, Larose & Livesay (eds), 1999 Balkema, Rotterdam, ISBN 90 5809 059 0.

(9) Cornick, S., Chown, G.A., et al. Committee Paper on Defining Climate Regions as a Basis for Specifying Requirements for Precipitation Protection for Walls. Institute for Research in Construction, National Research Council, Ottawa, April 2001.

(10) Environment Canada, Climate Trends and Variation Bulletin: Annual 2007, 2008. (11) Intergovernmental Panel on Climate Change (IPCC), Climate Change 2007: The Physical Science Basis. Contribution of

Working Group I to the Fourth Assessment Report of the Intergovernmental Panel on Climate Change. S. Solomon, D. Qin, M. Manning, Z. Chen, M. Marquis, K.B. Averyt, M. Tignor and H.L. Miller (Eds.). Cambridge University Press, Cambridge, United Kingdom and New York, NY, USA, 996 pp., 2007.

(12) American Society of Heating, Refrigerating, and Air-conditioning Engineers, Handbook of Fundamentals, Chapter 14 – Climatic Design Information, Atlanta, GA, 2009.

(13) Adams, J. and Halchuk, S. Fourth generation seismic hazard maps of Canada: Values for Canadian localities in the 2010 National Building Code of Canada. Geological Survey of Canada Open File, 2009.

(14) Halchuk, S. and Adams, J. Fourth generation seismic hazard maps of Canada: Maps and grid values to be used with the 2010 National Building Code of Canada. Geological Survey of Canada Open File, 2009.

(15) Adams, J. and Atkinson, G.M. Development of Seismic Hazard Maps for the 2005 National Building Code of Canada. Canadian Journal of Civil Engineering 2003; 30: 255-271.

(16) Heidebrecht, A.C. Overview of seismic provisions of the proposed 2005 edition of the National Building Code of Canada. Canadian Journal of Civil Engineering 2003; 30: 241-254.

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Table [A-2] C-2. Design Data for Selected Locations in Canada

Province and Location

Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm

One Day Rain, 1/50, mm

Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm

Driving Rain Wind Pressures,

Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

British Columbia

1040

-30

-32

29

17

5030

10 48

300

0.44

425

60

2.6

0.3

0.27

0.35

0.28

0.17

0.099

0.058

0.14 100 Mile House

Abbotsford 70 -8 -10 29 20 2860 12 112 1525 1.59 1600 160 2.0 0.3 0.34 0.44 0.99 0.66 0.32 0.17 0.49 Agassiz 15 -9 -11 31 21 2750 8 128 1650 1.71 1700 160 2.4 0.7 0.36 0.47 0.67 0.50 0.29 0.16 0.32 Alberni 12 -5 -8 31 19 3100 10 144 1900 2.00 2000 220 2.6 0.4 3.0 0.25 0.32 0.75 0.55 0.30 0.16 0.35 Ashcroft 305 -24 -27 34 20 3700 10 37 250 0.25 300 80 1.7 0.1 0.29 0.38 0.33 0.26 0.16 0.093 0.16 Bamfield 20 -2 -4 23 17 3080 13 170 2870 2.96 2890 280 1.0 0.4 0.39 0.50 1.1 0.89 0.45 0.20 0.49 Beatton River 840 -37 -39 26 18 6300 15 64 330 0.53 450 80 3.3 0.1 0.23 0.30 0.095 0.057 0.026 0.014 0.036 Bella Bella 25 -5 -7 23 18 3180 13 145 2715 2.82 2800 350 2.6 0.8 0.39 0.50 0.38 0.25 0.14 0.081 0.18 Bella Coola 40 -14 -18 27 19 3560 10 140 1500 1.85 1700 350 4.5 0.8 5.5 0.30 0.39 0.38 0.24 0.13 0.075 0.18 Burns Lake 755 -31 -34 26 17 5450 12 54 300 0.56 450 100 3.4 0.2 0.30 0.39 0.095 0.062 0.043 0.028 0.046 Cache Creek 455 -24 -27 34 20 3700 10 37 250 0.25 300 80 1.7 0.2 0.30 0.39 0.33 0.25 0.16 0.091 0.16 Campbell River 20 -5 -7 26 18 3000 10 116 1500 1.59 1600 260 2.8 0.4 3.3 0.40 0.52 0.63 0.46 0.28 0.15 0.28 Carmi 845 -24 -26 31 19 4750 10 64 325 0.38 550 60 3.6 0.2 3.9 0.29 0.38 0.28 0.17 0.090 0.053 0.14 Castlegar 430 -18 -20 32 20 3580 10 54 560 0.64 700 60 4.2 0.1 0.27 0.34 0.27 0.16 0.081 0.045 0.14 Chetwynd 605 -35 -38 27 18 5500 15 70 400 0.58 625 60 2.4 0.2 0.31 0.40 0.24 0.14 0.064 0.035 0.12 Chilliwack 10 -9 -11 30 20 2780 8 139 1625 1.68 1700 160 2.2 0.3 0.36 0.47 0.76 0.52 0.30 0.16 0.36 Comox 15 -7 -9 27 18 3100 10 106 1175 1.28 1200 260 2.4 0.4 2.6 0.40 0.52 0.66 0.49 0.29 0.16 0.30 Courtenay 10 -7 -9 28 18 3100 10 106 1400 1.49 1450 260 2.4 0.4 2.6 0.40 0.52 0.65 0.48 0.28 0.16 0.30

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Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Cranbrook 910 -26 -28 32 18 4400 12 59 275 0.30 400 100 3.0 0.2 0.25 0.33 0.27 0.16 0.080 0.045 0.14 Crescent Valley 585 -18 -20 31 20 3650 10 54 675 0.75 850 80 4.2 0.1 0.25 0.33 0.27 0.16 0.081 0.045 0.14 Crofton 5 -4 -6 28 19 2880 8 86 925 1.06 950 160 1.8 0.2 0.31 0.40 1.1 0.74 0.37 0.18 0.54 Dawson Creek 665 -38 -40 27 18 5900 18 75 325 0.49 475 100 2.5 0.2 0.31 0.40 0.11 0.070 0.035 0.021 0.063 Dease Lake 800 -37 -40 24 15 6730 10 45 265 0.55 425 380 2.8 0.1 2.6 0.23 0.30 0.095 0.063 0.048 0.032 0.046 Dog Creek 450 -28 -30 29 17 4800 10 48 275 0.41 375 100 1.8 0.2 0.27 0.35 0.32 0.25 0.15 0.088 0.16 Duncan 10 -6 -8 28 19 2980 8 103 1000 1.13 1050 180 1.8 0.4 0.30 0.39 1.1 0.74 0.37 0.18 0.54 Elko 1065 -28 -31 30 19 4600 13 64 440 0.48 650 100 3.6 0.2 0.31 0.40 0.27 0.16 0.080 0.045 0.14 Fernie 1010 -27 -30 30 19 4750 13 118 860 0.88 1175 100 4.5 0.2 0.31 0.40 0.27 0.16 0.078 0.044 0.14 Fort Nelson 465 -39 -42 28 18 6710 15 70 325 0.56 450 80 2.4 0.1 0.23 0.30 0.095 0.057 0.034 0.022 0.040 Fort St. John 685 -35 -37 26 18 5750 15 72 320 0.50 475 100 2.8 0.1 0.30 0.39 0.096 0.061 0.032 0.019 0.054 Glacier 1145 -27 -30 27 17 5800 10 70 625 0.83 1500 80 9.4 0.2 0.25 0.32 0.27 0.16 0.078 0.044 0.13 Gold River 120 -8 -11 31 18 3230 13 200 2730 2.80 2850 250 2.8 0.6 2.6 0.25 0.32 0.80 0.64 0.33 0.15 0.35 Golden 790 -27 -30 30 17 4750 10 55 325 0.57 500 100 3.7 0.2 0.27 0.35 0.26 0.15 0.075 0.041 0.13 Grand Forks 565 -19 -22 34 20 3820 10 48 390 0.47 475 80 2.8 0.1 0.31 0.40 0.27 0.17 0.083 0.047 0.14 Greenwood 745 -20 -23 34 20 4100 10 64 430 0.51 550 80 3.6 0.1 4.0 0.31 0.40 0.27 0.17 0.085 0.049 0.14 Hope 40 -13 -15 31 20 3000 8 139 1825 1.88 1900 140 2.8 0.7 0.48 0.63 0.63 0.47 0.28 0.15 0.29 Jordan River 20 -1 -3 22 17 2900 12 170 2300 2.37 2370 250 1.2 0.4 0.43 0.55 0.99 0.78 0.40 0.17 0.47 Kamloops 355 -23 -25 34 20 3450 13 42 225 0.23 275 80 1.8 0.2 0.31 0.40 0.28 0.17 0.10 0.061 0.14 Kaslo 545 -17 -20 30 19 3830 10 55 660 0.82 850 80 2.8 0.1 0.24 0.31 0.27 0.16 0.080 0.045 0.14 Kelowna 350 -17 -20 33 20 3400 12 43 260 0.29 325 80 1.7 0.1 0.31 0.40 0.28 0.17 0.094 0.056 0.14

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Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Kimberley 1090 -25 -27 31 18 4650 12 59 350 0.38 500 100 3.0 0.2 0.25 0.33 0.27 0.16 0.079 0.044 0.14 Kitimat Plant 15 -16 -18 25 16 3750 13 193 2100 2.19 2500 220 5.5 0.8 0.37 0.48 0.37 0.24 0.13 0.073 0.18 Kitimat Townsite 130 -16 -18 24 16 3900 13 171 1900 2.00 2300 220 6.5 0.8 0.37 0.48 0.37 0.24 0.13 0.073 0.18 Ladysmith 80 -7 -9 27 19 3000 8 97 1075 1.20 1160 180 2.4 0.4 0.31 0.40 1.1 0.72 0.36 0.18 0.53 Langford 80 -4 -6 27 19 2750 9 135 1095 1.22 1125 220 1.8 0.3 0.31 0.40 1.2 0.79 0.37 0.18 0.58 Lillooet 245 -21 -23 34 20 3400 10 70 300 0.31 350 100 2.1 0.1 0.34 0.44 0.60 0.44 0.26 0.14 0.27 Lytton 325 -17 -20 35 20 3300 10 70 330 0.33 425 80 2.8 0.3 0.33 0.43 0.60 0.44 0.26 0.14 0.27 Mackenzie 765 -34 -38 27 17 5550 10 50 350 0.54 650 60 5.1 0.2 0.25 0.32 0.23 0.13 0.061 0.034 0.12 Masset 10 -5 -7 17 15 3700 13 80 1350 1.54 1400 400 1.8 0.4 0.48 0.61 0.53 0.39 0.30 0.16 0.26 McBride 730 -29 -32 29 18 4980 13 54 475 0.64 650 60 4.3 0.2 0.27 0.35 0.27 0.16 0.076 0.042 0.14 McLeod Lake 695 -35 -37 27 17 5450 10 50 350 0.54 650 60 4.1 0.2 0.25 0.32 0.18 0.10 0.051 0.029 0.095 Merritt 570 -24 -27 34 20 3900 8 54 240 0.24 310 80 1.8 0.3 0.34 0.44 0.34 0.26 0.16 0.094 0.17 Mission City 45 -9 -11 30 20 2850 13 123 1650 1.71 1700 160 2.4 0.3 0.33 0.43 0.93 0.63 0.31 0.17 0.46 Montrose 615 -16 -18 32 20 3600 10 54 480 0.56 700 60 4.1 0.1 0.27 0.35 0.27 0.16 0.081 0.045 0.14 Nakusp 445 -20 -22 31 20 3560 10 60 650 0.78 850 60 4.4 0.1 0.25 0.33 0.27 0.16 0.080 0.045 0.14 Nanaimo 15 -6 -8 27 19 3000 10 91 1000 1.13 1050 200 2.1 0.4 2.3 0.39 0.50 1.0 0.69 0.35 0.18 0.50 Nelson 600 -18 -20 31 20 3500 10 59 460 0.57 700 60 4.2 0.1 0.25 0.33 0.27 0.16 0.080 0.045 0.14 Ocean Falls 10 -10 -12 23 17 3400 13 260 4150 4.21 4300 350 3.9 0.8 0.46 0.59 0.38 0.25 0.14 0.078 0.18 Osoyoos 285 -14 -17 35 21 3100 10 48 275 0.28 310 60 1.1 0.1 0.31 0.40 0.29 0.19 0.12 0.071 0.14 Parksville 40 -6 -8 26 19 3200 10 91 1200 1.31 1250 200 2.0 0.4 2.4 0.39 0.50 0.86 0.61 0.32 0.17 0.42 Penticton 350 -15 -17 33 20 3350 10 48 275 0.28 300 60 1.3 0.1 0.35 0.45 0.28 0.18 0.11 0.065 0.14

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Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Port Alberni 15 -5 -8 31 19 3100 10 161 1900 2.00 2000 240 2.6 0.4 3.0 0.25 0.32 0.76 0.57 0.30 0.16 0.36 Port Alice 25 -3 -6 26 17 3010 13 200 3300 3.38 3340 220 1.1 0.4 0.25 0.32 0.65 0.43 0.24 0.14 0.28 Port Hardy 5 -5 -7 20 16 3440 13 150 1775 1.92 1850 220 0.9 0.4 0.40 0.52 0.43 0.31 0.17 0.10 0.20 Port McNeill 5 -5 -7 22 17 3410 13 128 1750 1.89 1850 260 1.1 0.4 0.40 0.52 0.43 0.36 0.19 0.10 0.20 Port Renfrew 20 -3 -5 24 17 2900 13 200 3600 3.64 3675 270 1.1 0.4 0.40 0.52 1.0 0.81 0.41 0.18 0.45 Powell River 10 -7 -9 26 18 3100 10 80 1150 1.27 1200 220 1.7 0.4 1.9 0.39 0.51 0.67 0.49 0.29 0.16 0.31 Prince George 580 -32 -36 28 18 4720 15 54 425 0.58 600 80 3.4 0.2 0.29 0.37 0.13 0.079 0.040 0.026 0.070 Prince Rupert 20 -13 -15 19 15 3900 13 160 2750 2.84 2900 240 1.9 0.4 0.42 0.54 0.38 0.25 0.15 0.086 0.18 Princeton 655 -24 -29 33 19 4250 10 43 235 0.35 350 80 2.9 0.6 0.28 0.36 0.42 0.31 0.19 0.11 0.20 Qualicum Beach 10 -7 -9 27 19 3200 10 96 1200 1.31 1250 200 2.0 0.4 2.2 0.41 0.53 0.82 0.58 0.31 0.17 0.39 Queen Charlotte City

35

-6

-8

21

16

3520

13

110

1300

1.47

1350

360

1.8

0.4

0.48

0.61

0.62

0.57

0.46

0.24

0.33

Quesnel 475 -31 -33 30 17 4650 10 50 380 0.51 525 80 3.0 0.1 0.24 0.31 0.27 0.16 0.075 0.041 0.13 Revelstoke 440 -20 -23 31 19 4000 13 55 625 0.80 950 80 7.2 0.1 5.8 0.25 0.32 0.27 0.16 0.080 0.045 0.14 Salmon Arm 425 -19 -24 33 21 3650 13 48 400 0.47 525 80 3.5 0.1 0.30 0.39 0.27 0.16 0.082 0.046 0.14 Sandspit 5 -4 -6 18 15 3450 13 86 1300 1.47 1350 500 1.8 0.4 0.60 0.78 0.56 0.48 0.40 0.20 0.29 Sechelt 25 -6 -8 27 20 2680 10 75 1140 1.27 1200 160 1.8 0.4 2.2 0.37 0.48 0.87 0.61 0.33 0.17 0.43 Sidney 10 -4 -6 26 18 2850 8 96 825 0.97 850 160 1.1 0.2 0.33 0.42 1.2 0.80 0.37 0.19 0.60 Smith River 660 -45 -47 26 17 7100 10 64 300 0.58 500 40 2.8 0.1 0.23 0.30 0.51 0.31 0.15 0.086 0.25 Smithers 500 -29 -31 26 17 5040 13 60 325 0.60 500 120 3.5 0.2 3.2 0.31 0.40 0.11 0.080 0.053 0.034 0.059 Sooke 20 -1 -3 21 16 2900 9 130 1250 1.37 1280 220 1.3 0.3 0.37 0.48 1.1 0.75 0.36 0.18 0.53

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Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Squamish 5 -9 -11 29 20 2950 10 140 2050 2.12 2200 160 2.8 0.7 3.2 0.39 0.50 0.72 0.52 0.30 0.16 0.33 Stewart 10 -17 -20 25 16 4350 13 135 1300 1.47 1900 180 7.9 0.8 0.28 0.36 0.30 0.19 0.11 0.063 0.15 Tahsis 25 -4 -6 26 18 3150 13 200 3845 3.91 3900 300 1.1 0.4 0.26 0.34 0.87 0.69 0.36 0.16 0.38 Taylor 515 -35 -37 26 18 5720 15 72 320 0.49 450 100 2.3 0.1 0.31 0.40 0.095 0.060 0.031 0.018 0.053 Terrace 60 -19 -21 27 17 4150 13 120 950 1.08 1150 200 5.4 0.6 0.28 0.36 0.34 0.21 0.11 0.065 0.16 Tofino 10 -2 -4 20 16 3150 13 193 3275 3.36 3300 300 1.1 0.4 0.53 0.68 1.2 0.94 0.48 0.21 0.52 Trail 440 -14 -17 33 20 3600 10 54 580 0.65 700 60 4.1 0.1 0.27 0.35 0.27 0.16 0.081 0.045 0.14 Ucluelet 5 -2 -4 18 16 3120 13 180 3175 3.26 3200 280 1.0 0.4 0.53 0.68 1.2 0.94 0.48 0.21 0.53 Vancouver Region

Burnaby (Simon Fraser 330 -7 -9 25 17 3100 10 150 1850 1.93 1950 160 2.9 0.7 0.36 0.47 0.93 0.63 0.32 0.17 0.46 Univ.) Cloverdale 10 -8 -10 29 20 2700 10 112 1350 1.44 1400 160 2.5 0.2 0.34 0.44 1.1 0.72 0.33 0.17 0.54 Haney 10 -9 -11 30 20 2840 10 134 1800 1.86 1950 160 2.4 0.2 0.34 0.44 0.97 0.65 0.32 0.17 0.48 Ladner 3 -6 -8 27 19 2600 10 80 1000 1.14 1050 160 1.3 0.2 0.36 0.46 1.1 0.73 0.35 0.18 0.54 Langley 15 -8 -10 29 20 2700 10 112 1450 1.53 1500 160 2.4 0.2 0.34 0.44 1.1 0.71 0.33 0.17 0.53 New Westminster

10

-8

-10

29

19

2800

10

134

1500

1.59

1575

160

2.3

0.2

0.34

0.44

0.99

0.66

0.33

0.17

0.49

North Vancouver

135

-7

-9

26

19

2910

12

150

2000

2.07

2100

160

3.0

0.3

0.35

0.45

0.88

0.61

0.33

0.17

0.44

Richmond 5 -7 -9 27 19 2800 10 86 1070 1.20 1100 160 1.5 0.2 0.35 0.45 1.0 0.68 0.34 0.18 0.50

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014-

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4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Surrey (88 Ave & 156 St.)

90

-8

-10

29

20

2750

10

128

1500

1.58

1575

160

2.4

0.3

0.34

0.44

1.0

0.69

0.33

0.17

0.52

Vancouver (City Hall)

40

-7

-9

28

20

2825

10

112

1325

1.44

1400

160

1.8

0.2

0.35

0.45

0.94

0.64

0.33

0.17

0.46

Vancouver (Granville & 41 120 -6 -8 28 20 2925 10 107 1325 1.44 1400 160 1.9 0.3 0.35 0.45 0.95 0.65 0.34 0.17 0.47 Ave) West Vancouver

45

-7

-9

28

19

2950

12

150

1600

1.69

1700

160

2.4

0.2

0.37

0.48

0.88

0.62

0.33

0.17

0.43

Vernon 405 -20 -23 33 20 3600 13 43 350 0.41 400 80 2.2 0.1 0.31 0.40 0.27 0.17 0.083 0.047 0.14 Victoria Region

Victoria (Gonzales Hts)

65

-4

-6

24

17

2700

9

91

600

0.82

625

220

1.5

0.3

0.44

0.57

1.2

0.82

0.38

0.19

0.61

Victoria (Mt Tolmie)

125

-6

-8

24

16

2700

9

91

775

0.96

800

220

2.1

0.3

0.48

0.63

1.2

0.82

0.38

0.19

0.61

Victoria 10 -4 -6 24 17 2650 8 91 800 0.98 825 220 1.1 0.2 0.44 0.57 1.2 0.82 0.38 0.18 0.61 Whistler 665 -17 -20 30 20 4180 10 85 845 0.99 1215 160 9.5 0.9 0.25 0.32 0.63 0.47 0.28 0.16 0.29 White Rock 30 -5 -7 25 20 2620 10 80 1065 1.17 1100 160 2.0 0.2 0.34 0.44 1.1 0.76 0.35 0.18 0.57 Williams Lake 615 -30 -33 29 17 4400 10 48 350 0.47 425 80 2.4 0.2 0.27 0.35 0.28 0.16 0.096 0.056 0.14 Youbou 200 -5 -8 31 19 3050 10 161 2000 2.09 2100 200 3.5 0.7 3.9 0.25 0.32 1.0 0.69 0.35 0.18 0.50

Alberta

515

-35

-38

27

19

6000

18 86

370

0.58

480

80

1.5

0.1

0.28

0.36

0.095

0.057

0.026

0.008

0.036 Athabasca

Banff 1400 -31 -33 27 16 5500 18 65 300 0.58 500 120 3.3 0.1 3.6 0.25 0.32 0.24 0.14 0.066 0.037 0.12 Barrhead 645 -33 -36 27 19 5740 20 86 375 0.58 475 100 1.7 0.1 0.34 0.44 0.095 0.057 0.026 0.009 0.036

This

is a

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Beaverlodge 730 -36 -39 28 18 5700 20 86 315 0.49 470 100 2.4 0.1 0.28 0.36 0.13 0.078 0.039 0.022 0.070 Brooks 760 -32 -34 32 20 4880 18 86 260 0.26 340 220 1.2 0.1 0.40 0.52 0.095 0.057 0.026 0.012 0.036 Calgary 1045 -30 -32 28 17 5000 23 103 325 0.37 425 220 1.1 0.1 0.37 0.48 0.15 0.084 0.041 0.023 0.088 Campsie 660 -33 -36 27 19 5750 20 86 375 0.58 475 100 1.7 0.1 0.34 0.44 0.095 0.057 0.026 0.009 0.036 Camrose 740 -33 -35 29 19 5500 20 86 355 0.54 470 160 2.0 0.1 0.30 0.39 0.095 0.057 0.026 0.008 0.036 Canmore 1320 -31 -33 28 17 5400 18 86 325 0.57 500 120 3.2 0.1 3.5 0.29 0.37 0.24 0.14 0.065 0.036 0.12 Cardston 1130 -29 -32 30 19 4700 20 108 340 0.38 550 140 1.5 0.1 0.56 0.72 0.18 0.11 0.054 0.031 0.095 Claresholm 1030 -30 -32 30 18 4680 15 97 310 0.35 440 200 1.3 0.1 0.45 0.58 0.15 0.092 0.046 0.027 0.092 Cold Lake 540 -35 -38 28 19 5860 18 81 320 0.53 430 140 1.7 0.1 0.29 0.38 0.095 0.057 0.026 0.008 0.036 Coleman 1320 -31 -34 29 18 5210 15 86 400 0.46 550 120 2.7 0.3 0.48 0.63 0.24 0.13 0.066 0.037 0.12 Coronation 790 -32 -34 30 19 5640 20 92 300 0.45 400 200 1.9 0.1 2.2 0.29 0.37 0.095 0.057 0.026 0.008 0.036 Cowley 1175 -29 -32 29 18 4810 15 92 310 0.36 525 140 1.6 0.1 0.78 1.01 0.20 0.12 0.057 0.033 0.10 Drumheller 685 -32 -34 30 18 5050 20 86 300 0.39 375 220 1.2 0.1 0.34 0.44 0.095 0.057 0.026 0.012 0.037 Edmonton 645 -30 -33 28 19 5120 23 97 360 0.48 460 160 1.7 0.1 0.35 0.45 0.095 0.057 0.026 0.008 0.036 Edson 920 -34 -37 27 18 5750 18 81 450 0.63 570 100 2.1 0.1 0.36 0.46 0.15 0.083 0.038 0.021 0.083 Embarras Portage

220

-41

-43

28

19

7100

12

81

250

0.56

390

80

2.2

1.9 0.1

0.29

0.37

0.095

0.057

0.026

0.008

0.036

Fairview 670 -37 -40 27 18 5840 15 86 330 0.51 450 100 2.4 0.1 2.6 0.27 0.35 0.095 0.057 0.026 0.011 0.036 Fort MacLeod 945 -30 -32 31 19 4600 16 97 300 0.35 425 180 1.2 0.1 0.53 0.68 0.16 0.097 0.050 0.028 0.094 Fort McMurray 255 -38 -40 28 19 6250 13 86 340 0.52 460 60 1.5 0.1 1.4 0.27 0.35 0.095 0.057 0.026 0.008 0.036 Fort Saskatchewan

610

-32

-35

28

19

5420

20

86

350

0.49

425

140

1.6

0.1

0.33

0.43

0.095

0.057

0.026

0.008

0.036

This

is a

doc

umen

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TPA

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Com

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The

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re-d

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Fort Vermilion 270 -41 -43 28 18 6700 13 70 250 0.53 380 60 2.1 0.1 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Grande Prairie 650 -36 -39 27 18 5790 20 86 315 0.49 450 120 2.2 0.1 0.33 0.43 0.095 0.061 0.031 0.018 0.054 Habay 335 -41 -43 28 18 6750 13 70 275 0.54 425 60 2.4 0.1 0.23 0.30 0.095 0.057 0.026 0.010 0.036 Hardisty 615 -33 -36 30 19 5640 20 81 325 0.48 425 140 1.7 0.1 0.28 0.36 0.095 0.057 0.026 0.008 0.036 High River 1040 -31 -32 28 17 4900 18 97 300 0.36 425 200 1.3 0.1 0.50 0.65 0.15 0.087 0.043 0.024 0.090 Hinton 990 -34 -38 27 17 5500 13 81 375 0.55 500 100 2.6 0.1 2.9 0.36 0.46 0.24 0.14 0.064 0.036 0.12 Jasper 1060 -31 -34 28 17 5300 12 76 300 0.52 400 80 3.0 0.1 3.3 0.25 0.32 0.24 0.14 0.068 0.038 0.12 Keg River 420 -40 -42 28 18 6520 13 70 310 0.54 450 80 2.4 0.1 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Lac la Biche 560 -35 -38 28 19 6100 15 86 375 0.58 475 80 1.6 0.1 0.28 0.36 0.095 0.057 0.026 0.008 0.036 Lacombe 855 -33 -36 28 19 5500 23 92 350 0.53 450 180 1.9 0.1 2.1 0.31 0.40 0.095 0.057 0.026 0.012 0.042 Lethbridge 910 -30 -32 31 19 4500 20 97 250 0.26 390 200 1.2 0.1 0.51 0.66 0.15 0.087 0.044 0.026 0.087 Manning 465 -39 -41 27 18 6300 13 76 280 0.49 390 80 2.3 0.1 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Medicine Hat 705 -31 -34 32 19 4540 23 92 250 0.25 325 220 1.1 0.1 0.37 0.48 0.095 0.057 0.026 0.010 0.036 Peace River 330 -37 -40 27 18 6050 15 81 300 0.50 390 100 2.2 0.1 0.25 0.32 0.095 0.057 0.026 0.008 0.036 Pincher Creek 1130 -29 -32 29 18 4740 16 103 325 0.37 575 140 1.5 0.1 0.75 0.96 0.19 0.11 0.058 0.033 0.10 Ranfurly 670 -34 -37 29 19 5700 18 92 325 0.50 420 100 1.9 0.1 0.28 0.36 0.095 0.057 0.026 0.008 0.036 Red Deer 855 -32 -35 28 19 5550 20 97 375 0.54 475 200 1.8 0.1 2.0 0.31 0.40 0.095 0.057 0.026 0.014 0.050 Rocky Mountain

House

985

-32

-34

27

18

5640

20 92

425

0.59

550

120

1.9

0.1

0.28

0.36

0.15

0.080

0.038

0.021

0.085

Slave Lake 590 -35 -38 26 19 5850 15 81 380 0.62 500 80 1.9 0.1 0.29 0.37 0.095 0.057 0.026 0.008 0.036 Stettler 820 -32 -34 30 19 5300 20 97 370 0.53 450 200 1.9 0.1 2.2 0.28 0.36 0.095 0.057 0.026 0.009 0.036

This

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014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Stony Plain 710 -32 -35 28 19 5300 23 97 410 0.52 540 120 1.7 0.1 0.35 0.45 0.095 0.057 0.026 0.009 0.036 Suffield 755 -31 -34 32 20 4770 20 86 230 0.23 325 220 1.3 0.1 0.38 0.49 0.095 0.057 0.026 0.011 0.036 Taber 815 -31 -33 31 19 4580 20 92 260 0.26 370 200 1.2 0.1 0.48 0.63 0.097 0.059 0.032 0.018 0.064 Turner Valley 1215 -31 -32 28 17 5220 20 97 350 0.48 600 180 1.4 0.1 0.50 0.65 0.15 0.091 0.045 0.025 0.092 Valleyview 700 -37 -40 27 18 5600 18 86 360 0.54 490 80 2.3 0.1 0.33 0.42 0.095 0.057 0.026 0.012 0.036 Vegreville 635 -34 -37 29 19 5780 18 86 325 0.50 410 100 1.9 0.1 0.28 0.36 0.095 0.057 0.026 0.008 0.036 Vermilion 580 -35 -38 29 19 5740 18 86 310 0.53 410 100 1.7 0.1 0.28 0.36 0.095 0.057 0.026 0.008 0.036 Wagner 585 -35 -38 26 19 5850 15 81 380 0.62 500 80 1.9 0.1 0.29 0.37 0.095 0.057 0.026 0.008 0.036 Wainwright 675 -33 -36 29 19 5700 20 81 310 0.47 425 120 2.0 0.1 0.28 0.36 0.095 0.057 0.026 0.008 0.036 Wetaskiwin 760 -33 -35 29 19 5500 23 86 400 0.57 500 160 2.0 0.1 0.30 0.39 0.095 0.057 0.026 0.009 0.036 Whitecourt 690 -33 -36 27 19 5650 20 97 440 0.63 550 80 1.9 0.1 0.29 0.37 0.095 0.057 0.026 0.012 0.040 Wimborne 975 -31 -34 29 18 5310 23 92 325 0.48 450 200 1.6 0.1 0.31 0.40 0.095 0.057 0.026 0.015 0.054

Saskatchewan

740

-32

-34

31

21

5180

25

81

290

0.33

375

240

1.6

0.1

0.38

0.49

0.14

0.072

0.028

0.010

0.061 Assiniboia Battrum 700 -32 -34 32 20 5080 23 81 270 0.35 350 260 1.2 0.1 0.42 0.54 0.095 0.057 0.026 0.008 0.036 Biggar 645 -34 -36 30 20 5720 23 81 270 0.39 350 180 2.1 0.1 0.35 0.45 0.095 0.057 0.026 0.008 0.036 Broadview 600 -34 -35 30 21 5760 25 103 320 0.49 420 160 1.7 0.1 0.36 0.46 0.095 0.057 0.026 0.008 0.036 Dafoe 530 -35 -37 29 21 5860 20 92 300 0.46 380 140 1.7 0.1 0.29 0.37 0.095 0.057 0.026 0.008 0.036 Dundurn 525 -35 -37 30 21 5600 23 86 275 0.40 380 180 1.5 0.1 0.36 0.46 0.095 0.057 0.026 0.008 0.036 Estevan 565 -32 -34 32 22 5340 28 92 330 0.43 420 200 1.6 0.1 0.40 0.52 0.13 0.066 0.026 0.010 0.055 Hudson Bay 370 -36 -38 29 21 6280 20 81 340 0.59 450 80 2.0 0.1 0.29 0.37 0.095 0.057 0.026 0.008 0.036

This

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doc

umen

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BFC

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Humboldt 565 -36 -38 28 21 6000 20 86 320 0.48 375 140 2.1 0.1 0.30 0.39 0.095 0.057 0.026 0.008 0.036 Island Falls 305 -39 -41 27 20 7100 18 76 370 0.62 510 80 2.1 0.1 0.27 0.35 0.095 0.057 0.026 0.008 0.036 Kamsack 455 -34 -37 29 22 6040 20 97 360 0.55 450 120 2.1 0.2 0.31 0.40 0.095 0.057 0.026 0.008 0.036 Kindersley 685 -33 -35 31 20 5550 23 81 260 0.38 325 200 1.4 0.1 0.36 0.46 0.095 0.057 0.026 0.008 0.036 Lloydminster 645 -34 -37 28 20 5880 18 81 310 0.53 430 120 2.0 0.1 0.31 0.40 0.095 0.057 0.026 0.008 0.036 Maple Creek 765 -31 -34 31 20 4780 25 81 275 0.28 380 220 1.2 0.1 0.35 0.45 0.095 0.057 0.026 0.008 0.036 Meadow Lake 480 -38 -40 28 20 6280 18 81 320 0.53 450 120 1.7 0.1 0.31 0.40 0.095 0.057 0.026 0.008 0.036 Melfort 455 -36 -38 28 21 6050 20 81 310 0.50 410 120 2.1 0.1 0.28 0.36 0.095 0.057 0.026 0.008 0.036 Melville 550 -34 -36 29 21 5880 23 97 340 0.52 410 160 1.7 0.1 0.31 0.40 0.095 0.057 0.026 0.008 0.036 Moose Jaw 545 -32 -34 31 21 5270 25 86 270 0.33 360 200 1.4 0.1 0.40 0.52 0.098 0.057 0.026 0.008 0.038 Nipawin 365 -37 -39 28 21 6300 20 76 340 0.56 450 100 2.0 0.1 0.29 0.38 0.095 0.057 0.026 0.008 0.036 North Battleford 545 -34 -36 29 20 5900 20 81 280 0.46 370 120 1.7 0.1 0.36 0.46 0.095 0.057 0.026 0.008 0.036 Prince Albert 435 -37 -40 28 21 6100 20 81 320 0.51 410 140 1.9 0.1 0.29 0.38 0.095 0.057 0.026 0.008 0.036 Qu'Appelle 645 -34 -36 30 22 5620 25 97 340 0.45 430 160 1.7 0.1 0.33 0.42 0.095 0.057 0.026 0.008 0.036 Regina 575 -34 -36 31 21 5600 28 103 300 0.39 365 200 1.4 0.1 0.38 0.49 0.10 0.057 0.026 0.008 0.040 Rosetown 595 -34 -36 31 20 5620 23 81 260 0.37 330 200 1.7 0.1 0.38 0.49 0.095 0.057 0.026 0.008 0.036 Saskatoon 500 -35 -37 30 21 5700 23 86 265 0.41 350 160 1.7 0.1 0.33 0.43 0.095 0.057 0.026 0.008 0.036 Scott 645 -34 -36 30 20 5960 20 81 270 0.41 360 140 1.9 0.1 0.35 0.45 0.095 0.057 0.026 0.008 0.036 Strasbourg 545 -34 -36 30 22 5600 25 92 300 0.41 390 180 1.5 0.1 0.33 0.42 0.095 0.057 0.026 0.008 0.036 Swift Current 750 -31 -34 31 20 5150 25 81 260 0.34 350 240 1.4 0.1 0.42 0.54 0.095 0.057 0.026 0.008 0.036 Uranium City 265 -42 -44 26 19 7500 12 54 300 0.59 360 100 2.0 0.1 0.28 0.36 0.095 0.057 0.026 0.008 0.036

This

is a

doc

umen

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cuss

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at P

TPA

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BFC

Com

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The

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Weyburn 575 -33 -35 31 23 5400 28 97 320 0.40 400 200 1.8 0.1 1.4 0.37 0.48 0.19 0.088 0.034 0.012 0.095 Yorkton 510 -34 -37 29 21 6000 23 97 350 0.54 440 140 1.9 0.1 1.7 0.31 0.40 0.095 0.057 0.026 0.008 0.036

Manitoba

245

-33

-35

29

23

5680

28

103

430

0.61

530

180

2.0

1.9

0.2

0.32

0.41

0.095

0.057

0.026

0.008

0.036 Beausejour Boissevain 510 -32 -34 30 23 5500 28 119 390 0.54 510 180 2.2 0.2 0.40 0.52 0.095 0.057 0.026 0.008 0.036 Brandon 395 -33 -35 30 22 5760 28 108 375 0.56 460 180 2.1 0.2 0.38 0.49 0.095 0.057 0.026 0.008 0.036 Churchill 10 -38 -40 25 18 8950 12 76 265 0.82 410 260 3.0 0.2 2.8 0.43 0.55 0.095 0.057 0.026 0.008 0.036 Dauphin 295 -33 -35 30 22 5900 28 103 400 0.56 490 160 1.9 0.2 0.31 0.40 0.095 0.057 0.026 0.008 0.036 Flin Flon 300 -38 -40 27 20 6440 18 81 340 0.59 475 80 2.2 0.2 0.27 0.35 0.095 0.057 0.026 0.008 0.036 Gimli 220 -34 -36 29 23 5800 28 108 410 0.65 530 180 1.9 0.2 0.31 0.40 0.095 0.057 0.026 0.008 0.036 Island Lake 240 -36 -38 27 20 6900 18 86 380 0.67 550 80 2.6 0.2 0.29 0.37 0.095 0.057 0.026 0.008 0.036 Lac du Bonnet 260 -34 -36 29 23 5730 28 103 445 0.65 560 180 1.9 0.2 0.29 0.37 0.095 0.057 0.026 0.008 0.036 Lynn Lake 350 -40 -42 27 19 7770 18 86 310 0.62 490 100 2.4 0.2 0.29 0.37 0.095 0.057 0.026 0.008 0.036 Morden 300 -31 -33 30 24 5400 28 119 420 0.55 520 180 2.2 0.2 0.40 0.52 0.095 0.057 0.026 0.008 0.036 Neepawa 365 -32 -34 29 23 5760 28 108 410 0.58 470 180 2.2 0.2 0.34 0.44 0.095 0.057 0.026 0.008 0.036 Pine Falls 220 -34 -36 28 23 5900 25 97 440 0.66 420 180 1.9 0.2 0.30 0.39 0.095 0.057 0.026 0.008 0.036 Portage la Prairie 260 -31 -33 30 23 5600 28 108 390 0.51 525 180 2.1 0.2 0.36 0.46 0.095 0.057 0.026 0.008 0.036 Rivers 465 -34 -36 29 23 5840 28 108 370 0.56 460 180 2.1 0.2 0.36 0.46 0.095 0.057 0.026 0.008 0.036 Sandilands 365 -32 -34 29 23 5650 28 113 460 0.58 550 180 2.2 0.2 0.31 0.40 0.095 0.057 0.026 0.008 0.036 Selkirk 225 -33 -35 29 23 5700 28 108 420 0.61 500 180 1.9 0.2 0.32 0.41 0.095 0.057 0.026 0.008 0.036 Split Lake 175 -38 -40 27 19 7900 18 76 325 0.66 500 120 2.5 0.2 0.30 0.39 0.095 0.057 0.026 0.008 0.036

This

is a

doc

umen

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dis

cuss

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at P

TPA

CC

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The

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Steinbach 270 -33 -35 29 23 5700 28 108 440 0.58 500 180 2.0 0.2 0.31 0.40 0.095 0.057 0.026 0.008 0.036 Swan River 335 -34 -37 29 22 6100 20 92 370 0.58 500 120 2.0 0.2 0.27 0.35 0.095 0.057 0.026 0.008 0.036 The Pas 270 -36 -38 28 21 6480 18 81 330 0.59 450 160 2.2 0.2 2.1 0.29 0.37 0.095 0.057 0.026 0.008 0.036 Thompson 205 -40 -43 27 19 7600 18 86 350 0.64 540 100 2.4 0.2 0.28 0.36 0.095 0.057 0.026 0.008 0.036 Virden 435 -33 -35 30 23 5620 28 108 350 0.53 460 180 2.0 0.2 0.36 0.46 0.095 0.057 0.026 0.008 0.036 Winnipeg 235 -33 -35 30 23 5670 28 108 415 0.58 500 180 1.9 0.2 0.35 0.45 0.095 0.057 0.026 0.008 0.036

Ontario

230

-17

-19

30

23

3840

25

103

800

0.93

950

180

2.2

0.4

0.39

0.50

0.13

0.082

0.052

0.016

0.045 Ailsa Craig Ajax 95 -20 -22 30 23 3820 23 92 760 0.90 825 160 1.0 0.4 0.37 0.48 0.18 0.12 0.070 0.022 0.074 Alexandria 80 -24 -26 30 23 4600 25 103 800 0.91 975 160 2.4 0.4 0.31 0.40 0.64 0.31 0.14 0.047 0.32 Alliston 220 -23 -25 29 23 4200 28 113 690 0.81 875 120 2.0 0.4 0.28 0.36 0.15 0.099 0.062 0.020 0.046 Almonte 120 -26 -28 30 23 4620 25 97 730 0.84 800 140 2.5 0.4 0.32 0.41 0.55 0.27 0.13 0.042 0.28 Armstrong 340 -37 -40 28 21 6500 23 97 525 0.75 725 100 2.7 0.4 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Arnprior 85 -27 -29 30 23 4680 23 86 630 0.76 775 140 2.5 0.4 0.29 0.37 0.61 0.29 0.13 0.044 0.31 Atikokan 400 -33 -35 29 22 5750 25 103 570 0.77 760 100 2.4 0.3 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Attawapiskat 10 -37 -39 28 21 7100 18 81 450 0.79 650 160 2.8 0.3 0.32 0.41 0.11 0.057 0.026 0.008 0.053 Aurora 270 -21 -23 30 23 4210 28 108 700 0.81 800 140 2.0 0.4 0.34 0.44 0.16 0.11 0.065 0.021 0.053 Bancroft 365 -28 -31 29 23 4740 25 92 720 0.85 900 100 3.1 0.4 0.25 0.32 0.26 0.17 0.089 0.030 0.089 Barrie 245 -24 -26 29 23 4380 28 97 700 0.83 900 120 2.5 0.4 0.28 0.36 0.15 0.11 0.065 0.021 0.044 Barriefield 100 -22 -24 28 23 3990 23 108 780 0.96 950 160 2.1 0.4 0.36 0.47 0.30 0.18 0.099 0.031 0.12 Beaverton 240 -24 -26 30 23 4300 25 108 720 0.87 950 120 2.2 0.4 0.28 0.36 0.16 0.12 0.070 0.023 0.047

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4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Belleville 90 -22 -24 29 23 3910 23 97 760 0.89 850 180 1.7 0.4 0.33 0.43 0.25 0.16 0.088 0.028 0.10 Belmont 260 -17 -19 30 24 3840 25 97 850 0.95 950 180 1.7 0.4 0.36 0.47 0.16 0.097 0.056 0.017 0.086 Kitchenuhmay- koosib (Big Trout 215 -38 -40 26 20 7450 18 92 400 0.75 600 150 3.2 0.2 0.33 0.42 0.095 0.057 0.026 0.008 0.036 Lake) CFB Borden 225 -23 -25 29 23 4300 28 103 690 0.82 875 120 2.2 0.4 0.28 0.36 0.14 0.10 0.063 0.020 0.045 Bracebridge 310 -26 -28 29 23 4800 25 103 830 0.95 1050 120 3.1 0.4 0.27 0.35 0.18 0.12 0.072 0.024 0.056 Bradford 240 -23 -25 30 23 4280 28 108 680 0.80 800 120 2.1 0.4 0.28 0.36 0.15 0.10 0.065 0.021 0.049 Brampton 215 -19 -21 30 23 4100 28 119 720 0.81 820 140 1.3 0.4 0.34 0.44 0.21 0.12 0.063 0.020 0.11 Brantford 205 -18 -20 30 23 3900 23 103 780 0.89 850 160 1.3 0.4 0.33 0.42 0.19 0.11 0.061 0.019 0.089 Brighton 95 -21 -23 29 23 4000 23 94 760 0.90 850 160 1.6 0.4 0.37 0.48 0.24 0.15 0.083 0.027 0.099 Brockville 85 -23 -25 29 23 4060 25 103 770 0.89 975 180 2.2 0.4 0.34 0.44 0.35 0.22 0.12 0.036 0.15 Burk's Falls 305 -26 -28 29 22 5020 25 97 810 0.94 1010 120 2.7 0.4 0.27 0.35 0.21 0.14 0.075 0.026 0.074 Burlington 80 -17 -19 31 23 3740 23 103 770 0.91 850 160 1.1 0.4 0.9 0.36 0.46 0.32 0.17 0.064 0.022 0.18 Cambridge 295 -18 -20 29 23 4100 25 113 800 0.91 890 160 1.6 0.4 0.28 0.36 0.18 0.10 0.060 0.019 0.073 Campbellford 150 -23 -26 30 23 4280 25 97 730 0.85 850 160 1.7 0.4 0.32 0.41 0.23 0.15 0.085 0.027 0.084 Cannington 255 -24 -26 30 23 4310 25 108 740 0.85 950 120 2.2 0.4 0.28 0.36 0.17 0.12 0.070 0.023 0.048 Carleton Place 135 -25 -27 30 23 4600 25 97 730 0.84 850 160 2.5 0.4 0.32 0.41 0.49 0.25 0.12 0.039 0.23 Cavan 200 -23 -25 30 23 4400 25 97 740 0.86 850 140 2.0 0.4 0.34 0.44 0.19 0.13 0.076 0.024 0.061 Centralia 260 -17 -19 30 23 3800 25 103 820 0.95 1000 180 2.3 0.4 0.38 0.49 0.13 0.080 0.052 0.016 0.041 Chapleau 425 -35 -38 27 21 5900 20 97 530 0.72 850 80 3.6 0.4 4.0 0.23 0.30 0.095 0.057 0.037 0.013 0..036 Chatham 180 -16 -18 31 24 3470 28 103 800 0.86 850 180 1.0 0.4 0.33 0.43 0.16 0.092 0.050 0.015 0.088

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Chesley 275 -19 -21 29 22 4320 28 103 810 0.94 1125 140 2.8 0.4 0.37 0.48 0.12 0.082 0.053 0.018 0.037 Clinton 280 -17 -19 29 23 4150 25 103 810 0.94 1000 160 2.6 0.4 0.38 0.49 0.12 0.078 0.050 0.016 0.038 Coboconk 270 -25 -27 30 23 4500 25 108 740 0.87 950 120 2.5 0.4 0.27 0.35 0.18 0.13 0.074 0.025 0.055 Cobourg 90 -21 -23 29 23 3980 23 94 760 0.90 825 160 1.2 0.4 0.38 0.49 0.22 0.14 0.079 0.025 0.096 Cochrane 245 -34 -36 29 21 6200 20 92 575 0.77 875 80 2.8 0.3 0.27 0.35 0.18 0.098 0.054 0.018 0.094 Colborne 105 -21 -23 29 23 3980 23 94 760 0.90 850 160 1.6 0.4 0.38 0.49 0.23 0.14 0.081 0.026 0.098 Collingwood 190 -21 -23 29 23 4180 28 97 720 0.87 950 160 2.7 0.4 0.30 0.39 0.13 0.097 0.060 0.020 0.040 Cornwall 35 -23 -25 30 23 4250 25 103 780 0.89 960 180 2.2 0.4 0.32 0.41 0.62 0.31 0.14 0.046 0.31 Corunna 185 -16 -18 31 24 3600 25 100 760 0.87 800 180 1.0 0.4 0.36 0.47 0.12 0.074 0.047 0.015 0.040 Deep River 145 -29 -32 30 22 4900 23 92 650 0.82 850 100 2.5 0.4 0.27 0.35 0.63 0.30 0.13 0.043 0.32 Deseronto 85 -22 -24 29 23 4070 23 92 760 0.89 900 160 1.9 0.4 0.33 0.43 0.27 0.17 0.092 0.029 0.11 Dorchester 260 -18 -20 30 24 3900 28 103 850 0.96 950 180 1.9 0.4 0.36 0.47 0.16 0.096 0.056 0.017 0.081 Dorion 200 -33 -35 28 21 5950 20 103 550 0.77 725 160 2.8 0.4 0.30 0.39 0.095 0.057 0.026 0.008 0.036 Dresden 185 -16 -18 31 24 3750 28 97 760 0.84 820 180 1.0 0.4 0.33 0.43 0.15 0.088 0,050 0.015 0.078 Dryden 370 -34 -36 28 22 5850 25 97 550 0.70 700 120 2.4 0.3 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Dundalk 525 -22 -24 29 22 4700 28 108 750 0.89 1080 150 3.2 0.4 3.4 0.33 0.42 0.13 0.091 0.058 0.019 0.043 Dunnville 175 -15 -17 30 24 3660 23 108 830 0.95 950 160 2.0 0.4 0.36 0.46 0.31 0.16 0.063 0.021 0.17 Durham 340 -20 -22 29 22 4340 28 103 815 0.94 1025 140 2.8 0.4 0.34 0.44 0.12 0.085 0.055 0.018 0.040 Dutton 225 -16 -18 31 24 3700 28 92 850 0.96 925 180 1.3 0.4 0.36 0.47 0.16 0.096 0.054 0.017 0.087 Earlton 245 -33 -36 29 22 5730 23 92 560 0.75 820 120 3.1 0.4 2.6 0.35 0.45 0.24 0.14 0.075 0.024 0.11 Edison 365 -34 -36 28 22 5740 25 108 510 0.65 680 120 2.4 0.3 0.24 0.31 0.095 0.057 0.026 0.008 0.036

This

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014-

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4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Elliot Lake 380 -26 -28 29 21 4950 23 108 630 0.83 950 160 2.9 0.4 0.29 0.38 0.095 0.065 0.043 0.015 0.036 Elmvale 220 -24 -26 29 23 4200 28 97 720 0.87 950 140 2.6 0.4 0.28 0.36 0.14 0.10 0.064 0.021 0.040 Embro 310 -19 -21 30 23 3950 28 113 830 0.94 950 160 2.0 0.4 0.37 0.48 0.15 0.094 0.056 0.018 0.072 Englehart 205 -33 -36 29 22 5800 23 92 600 0.78 880 100 2.8 0.4 2.5 0.32 0.41 0.23 0.13 0.074 0.024 0.11 Espanola 220 -25 -27 29 21 4920 23 108 650 0.83 840 160 2.3 0.4 0.33 0.42 0.10 0.080 0.050 0.018 0.036 Exeter 265 -17 -19 30 23 3900 25 113 810 0.94 975 180 2.4 0.4 0.38 0.49 0.13 0.080 0.051 0.016 0.040 Fenelon Falls 260 -25 -27 30 23 4440 25 108 730 0.86 950 120 2.3 0.4 0.28 0.36 0.18 0.13 0.074 0.024 0.054 Fergus 400 -20 -22 29 23 4300 28 108 760 0.87 925 160 2.2 0.4 0.28 0.36 0.16 0.095 0.058 0.019 0.052 Forest 215 -16 -18 31 23 3740 25 103 810 0.95 875 160 2.0 0.4 0.37 0.48 0.12 0.076 0.049 0.015 0.038 Fort Erie 180 -15 -17 30 24 3650 23 108 860 0.98 1020 160 2.3 0.4 2.6 0.36 0.46 0.33 0.18 0.067 0.022 0.20 Fort Erie

(Ridgeway)

190

-15

-17

30

24

3600

25 108

860

0.98

1000

160

2.3

2.5 0.4

0.36

0.46

0.33

0.18

0.066

0.022

0.19

Fort Frances 340 -33 -35 29 22 5440 25 108 570 0.71 725 120 2.3 0.3 0.24 0.31 0.095 0.057 0.026 0.008 0.036 Gananoque 80 -22 -24 28 23 4010 23 103 760 0.91 900 180 2.1 0.4 0.36 0.47 0.30 0.19 0.10 0.032 0.12 Geraldton 345 -36 -39 28 21 6450 20 86 550 0.77 725 100 2.9 0.4 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Glencoe 215 -16 -18 31 24 3680 28 103 800 0.91 925 180 1.5 0.4 0.33 0.43 0.16 0.092 0.053 0.016 0.080 Goderich 185 -16 -18 29 23 4000 25 92 810 0.95 950 180 2.4 0.4 0.43 0.55 0.11 0.075 0.049 0.016 0.036 Gore Bay 205 -24 -26 28 22 4700 23 92 640 0.84 860 160 2.6 0.4 0.34 0.44 0.095 0.067 0.044 0.015 0.036 Graham 495 -35 -37 29 22 5940 23 97 570 0.75 750 140 2.6 0.3 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Gravenhurst

(Muskoka 255 -26 -28 29 23 4760 25 103 790 0.92 1050 120 2.7 0.4 0.28 0.36 0.17 0.12 0.070 0.024 0.052 Airport)

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06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Grimsby 85 -16 -18 30 23 3520 23 108 760 0.90 875 160 0.9 0.4 0.36 0.46 0.34 0.18 0.068 0.022 0.20 Guelph 340 -19 -21 29 23 4270 28 103 770 0.88 875 140 1.9 0.4 0.28 0.36 0.17 0.10 0.059 0.019 0.067 Guthrie 280 -24 -26 29 23 4300 28 103 700 0.83 950 120 2.5 0.4 0.28 0.36 0.15 0.11 0.066 0.022 0.043 Haileybury 210 -32 -35 30 22 5600 23 92 590 0.77 820 120 2.4 0.4 0.34 0.44 0.25 0.15 0.079 0.026 0.12 Haldimand

(Caledonia)

190

-18

-20

30

23

3750

23 108

810

0.93

875

160

1.2

0.4

0.34

0.44

0.31

0.16

0.063

0.022

0.17

Haldimand (Hagersville)

215

-17

-19

30

23

3760

25

97

840

0.95

875

160

1.3

0.4

0.36

0.46

0.25

0.14

0.062

0.019

0.14

Haliburton 335 -27 -29 29 23 4840 25 92 780 0.90 980 100 2.9 0.4 0.27 0.35 0.22 0.15 0.081 0.027 0.074 Halton Hills

(Georgetown)

255

-19

-21

30

23

4200

28 119

750

0.84

850

140

1.4

0.4

0.29

0.37

0.20

0.12

0.062

0.020

0.11

Hamilton 90 -17 -19 31 23 3460 23 108 810 0.90 875 160 1.1 0.4 0.9 0.36 0.46 0.32 0.17 0.064 0.022 0.18 Hanover 270 -19 -21 29 22 4300 28 103 790 0.92 1050 140 2.6 0.4 0.37 0.48 0.12 0.082 0.053 0.018 0.039 Hastings 200 -24 -26 30 23 4280 25 92 730 0.85 840 140 2.0 0.4 0.32 0.41 0.22 0.14 0.083 0.027 0.074 Hawkesbury 50 -25 -27 30 23 4610 23 103 800 0.91 925 160 2.3 0.4 0.32 0.41 0.57 0.29 0.13 0.044 0.30 Hearst 245 -35 -37 29 21 6450 20 86 520 0.74 825 80 2.8 0.3 0.23 0.30 0.095 0.057 0.033 0.012 0.036 Honey Harbour 180 -24 -26 29 23 4300 25 97 710 0.87 1050 160 2.7 0.4 0.30 0.39 0.15 0.11 0.065 0.022 0.044 Hornepayne 360 -37 -40 28 21 6340 20 93 420 0.68 750 80 3.3 0.4 3.6 0.23 0.30 0.095 0.057 0.027 0.010 0.036 Huntsville 335 -26 -29 29 22 4850 25 103 800 0.93 1000 120 2.9 0.4 0.27 0.35 0.20 0.14 0.075 0.026 0.068 Ingersoll 280 -18 -20 30 23 3920 28 108 840 0.95 950 180 1.7 0.4 0.37 0.48 0.16 0.097 0.057 0.018 0.082 Iroquois Falls 275 -33 -36 29 21 6100 20 86 575 0.77 825 100 2.9 0.3 0.29 0.37 0.19 0.10 0.059 0.020 0.096 Jellicoe 330 -36 -39 28 21 6400 20 86 550 0.76 750 100 2.7 0.4 0.23 0.30 0.095 0.057 0.026 0.008 0.036

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4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Kapuskasing 245 -34 -36 29 21 6250 20 86 550 0.76 825 100 3.0 0.3 2.8 0.24 0.31 0.11 0.068 0.042 0.014 0.045 Kemptville 90 -25 -27 30 23 4540 25 92 750 0.86 925 160 2.3 0.4 0.32 0.41 0.56 0.28 0.13 0.042 0.28 Kenora 370 -33 -35 28 22 5630 25 113 515 0.64 630 120 2.5 0.3 2.3 0.24 0.31 0.095 0.057 0.026 0.008 0.036 Killaloe 185 -28 -31 30 22 4960 23 86 680 0.83 825 120 2.7 0.4 0.27 0.35 0.44 0.23 0.11 0.036 0.21 Kincardine 190 -17 -19 28 22 3890 25 92 800 0.95 950 180 2.6 0.4 0.43 0.55 0.11 0.075 0.049 0.016 0.036 Kingston 80 -22 -24 28 23 4000 23 108 780 0.96 950 180 2.1 0.4 0.36 0.47 0.29 0.18 0.099 0.031 0.12 Kinmount 295 -26 -28 29 23 4600 25 108 750 0.88 950 120 2.7 0.4 0.27 0.35 0.20 0.14 0.077 0.026 0.062 Kirkland Lake 325 -33 -36 29 22 6000 23 92 600 0.78 875 100 2.9 0.3 0.30 0.39 0.22 0.12 0.069 0.022 0.10 Kitchener 335 -19 -21 29 23 4200 28 119 780 0.89 925 140 2.0 0.4 0.29 0.37 0.16 0.095 0.058 0.018 0.054 Lakefield 240 -24 -26 30 23 4330 25 92 720 0.85 850 140 2.2 0.4 0.29 0.38 0.20 0.14 0.079 0.026 0.062 Lansdowne House

240

-38

-40

28

21

7150

23

92

500

0.78

680

140

3.0

2.9 0.2

0.25

0.32

0.095

0.057

0.026

0.008

0.036

Leamington 190 -15 -17 31 24 3400 28 113 800 0.91 875 180 0.8 0.4 0.36 0.47 0.17 0.092 0.047 0.015 0.091 Lindsay 265 -24 -26 30 23 4320 25 103 720 0.84 850 140 2.3 0.4 0.29 0.38 0.18 0.12 0.074 0.024 0.053 Lion's Head 185 -19 -21 27 22 4300 25 103 700 0.89 950 180 2.7 0.4 0.37 0.48 0.11 0.082 0.053 0.018 0.036 Listowel 380 -19 -21 29 23 4300 28 119 800 0.93 1000 160 2.6 0.4 0.36 0.47 0.13 0.085 0.054 0.018 0.043 London 245 -18 -20 30 24 3900 28 103 825 0.94 975 180 1.9 0.4 0.36 0.47 0.15 0.093 0.055 0.017 0.076 Lucan 300 -17 -19 30 23 3900 25 113 810 0.94 1000 180 2.3 0.4 0.39 0.50 0.13 0.083 0.052 0.017 0.046 Maitland 85 -23 -25 29 23 4080 25 103 770 0.89 975 180 2.2 0.4 0.34 0.44 0.37 0.22 0.12 0.036 0.15 Markdale 425 -20 -22 29 22 4500 28 103 820 0.94 1050 160 3.2 0.4 3.4 0.32 0.41 0.12 0.088 0.056 0.019 0.040 Markham 175 -21 -23 31 24 4000 25 86 720 0.81 825 140 1.3 0.4 0.34 0.44 0.18 0.11 0.067 0.022 0.061

This

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doc

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TPA

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014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Martin 485 -35 -37 29 22 5900 25 103 560 0.75 750 120 2.6 0.3 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Matheson 265 -33 -36 29 21 6080 20 86 580 0.77 825 100 2.8 0.3 0.30 0.39 0.20 0.11 0.063 0.020 0.098 Mattawa 165 -29 -31 30 22 5050 23 86 700 0.86 875 100 2.1 0.4 0.25 0.32 0.46 0.23 0.10 0.035 0.24 Midland 190 -24 -26 29 23 4200 25 97 740 0.88 1060 160 2.7 0.4 0.30 0.39 0.15 0.11 0.064 0.022 0.042 Milton 200 -18 -20 30 23 3920 25 125 750 0.85 850 160 1.3 0.4 0.33 0.43 0.26 0.14 0.063 0.020 0.14 Milverton 370 -19 -21 29 23 4200 28 108 800 0.93 1050 160 2.4 0.4 0.33 0.43 0.14 0.086 0.054 0.018 0.044 Minden 270 -27 -29 29 23 4640 25 97 780 0.90 1010 100 2.7 0.4 0.27 0.35 0.20 0.14 0.078 0.026 0.065 Mississauga 160 -18 -20 30 23 3880 25 113 720 0.85 800 160 1.1 0.4 0.34 0.44 0.26 0.15 0.065 0.020 0.14 Mississauga (Lester B. Pearson Int'l 170 -20 -22 31 24 3890 26 108 685 0.81 790 160 1.1 0.4 0.34 0.44 0.21 0.12 0.065 0.021 0.12 Airport) Mississauga

(Port Credit)

75

-18

-20

29

23

3780

25 108

720

0.87

800

160

0.9

0.4

0.37

0.48

0.28

0.15

0.065

0.021

0.15

Mitchell 335 -18 -20 29 23 4100 28 113 810 0.94 1050 160 2.4 0.4 0.37 0.48 0.13 0.083 0.053 0.017 0.042 Moosonee 10 -36 -38 28 22 6800 18 81 500 0.84 700 160 2.7 0.3 2.2 0.27 0.35 0.13 0.068 0.040 0.014 0.057 Morrisburg 75 -23 -25 30 23 4370 25 103 800 0.91 950 180 2.3 0.4 0.32 0.41 0.60 0.30 0.14 0.044 0.31 Mount Forest 420 -21 -24 28 22 4700 28 103 740 0.87 940 140 2.7 0.4 0.32 0.41 0.13 0.087 0.055 0.018 0.043 Nakina 325 -36 -38 28 21 6500 20 86 540 0.76 750 100 2.8 0.4 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Nanticoke (Jarvis)

205

-17

-18

30

23

3700

28

108

840

0.95

900

160

1.4

0.4

0.37

0.48

0.22

0.12

0.062

0.019

0.12

Nanticoke (Port Dover)

180

-15

-17

30

24

3600

25

108

860

0.98

950

140

1.2

0.4

0.37

0.48

0.19

0.11

0.060

0.018

0.093

This

is a

doc

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TPA

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The

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014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Napanee 90 -22 -24 29 23 4140 23 92 770 0.90 900 160 1.9 0.4 0.33 0.43 0.28 0.17 0.094 0.030 0.11 New Liskeard 180 -32 -35 30 22 5570 23 92 570 0.75 810 100 2.6 0.4 2.3 0.33 0.43 0.24 0.14 0.078 0.025 0.12 Newcastle 115 -20 -22 30 23 3990 23 86 760 0.90 830 160 1.5 0.4 0.37 0.48 0.20 0.13 0.074 0.024 0.081 Newcastle

(Bowmanville)

95

-20

-22

30

23

4000

23 86

760

0.90

830

160

1.4

0.4

0.37

0.48

0.20

0.13

0.073

0.023

0.078

Newmarket 185 -22 -24 30 23 4260 28 108 700 0.81 800 140 2.0 0.4 0.29 0.38 0.16 0.11 0.065 0.021 0.051 Niagara Falls 210 -16 -18 30 23 3600 23 96 810 0.94 950 160 1.8 0.4 2.0 0.33 0.43 0.34 0.19 0.070 0.023 0.20 North Bay 210 -28 -30 28 22 5150 25 95 775 0.93 975 120 2.2 0.4 0.27 0.34 0.25 0.15 0.079 0.027 0.11 Norwood 225 -24 -26 30 23 4320 25 92 720 0.84 850 120 2.1 0.4 0.32 0.41 0.21 0.14 0.083 0.027 0.070 Oakville 90 -18 -20 30 23 3760 23 97 750 0.90 850 160 1.1 0.4 0.9 0.36 0.47 0.32 0.17 0.065 0.022 0.18 Orangeville 430 -21 -23 29 23 4450 28 108 730 0.84 875 140 2.3 0.4 0.28 0.36 0.15 0.097 0.060 0.020 0.051 Orillia 230 -25 -27 29 23 4260 25 103 740 0.88 1000 120 2.4 0.4 0.28 0.36 0.16 0.11 0.068 0.023 0.046 Oshawa 110 -19 -21 30 23 3860 23 86 760 0.90 875 160 1.4 0.4 0.37 0.48 0.19 0.12 0.072 0.023 0.074 Ottawa (Metropolitan)

Ottawa (City Hall)

70

-25

-27

30

23

4440

23

86

750

0.84

900

160

2.4

0.4

0.32

0.41

0.64

0.31

0.14

0.046

0.32

Ottawa (Barrhaven)

98

-25

-27

30

23

4500

25

92

750

0.84

900

160

2.4

0.4

0.32

0.41

0.63

0.30

0.14

0.045

0.32

Ottawa (Kanata)

98

-25

-27

30

23

4520

25

92

730

0.84

900

160

2.5

0.4

0.32

0.41

0.62

0.30

0.13

0.045

0.32

Ottawa (M-C Int'l Airport)

125

-25

-27

30

23

4500

24

89

750

0.84

900

160

2.4

0.4

0.32

0.41

0.63

0.31

0.14

0.046

0.32

This

is a

doc

umen

t for

dis

cuss

ion

at P

TPA

CC

and

CC

BFC

Com

mitt

ees.

The

info

rmat

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re-d

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d or

pub

lishe

d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Ottawa (Orleans)

70

-26

-28

30

23

4500

23

91

750

0.84

900

160

2.4

0.4

0.32

0.41

0.63

0.31

0.14

0.046

0.32

Owen Sound 215 -19 -21 29 22 4030 28 113 760 0.90 1075 160 2.8 0.4 0.37 0.48 0.12 0.085 0.055 0.018 0.036 Pagwa River 185 -35 -37 28 21 6500 20 86 540 0.76 825 80 2.7 0.4 2.4 0.23 0.30 0.095 0.057 0.026 0.009 0.036 Paris 245 -18 -20 30 23 4000 23 96 790 0.90 925 160 1.4 0.4 0.33 0.42 0.18 0.10 0.060 0.019 0.084 Parkhill 205 -16 -18 31 23 3800 25 103 800 0.93 925 180 2.1 0.4 0.39 0.50 0.12 0.079 0.051 0.016 0.041 Parry Sound 215 -24 -26 28 22 4640 23 97 820 0.95 1050 160 2.8 0.4 0.30 0.39 0.16 0.11 0.065 0.022 0.050 Pelham (Fonthill) 230 -15 -17 30 23 3690 23 96 820 0.94 950 160 2.1 0.4 2.3 0.33 0.42 0.34 0.19 0.068 0.022 0.20 Pembroke 125 -28 -31 30 23 4980 23 105 640 0.80 825 100 2.5 0.4 0.27 0.35 0.63 0.30 0.13 0.044 0.32 Penetanguishene 220 -24 -26 29 23 4200 25 97 720 0.87 1050 160 2.8 0.4 0.30 0.39 0.14 0.11 0.064 0.022 0.041 Perth 130 -25 -27 30 23 4540 25 92 730 0.84 900 140 2.3 0.4 0.32 0.41 0.36 0.21 0.11 0.036 0.14 Petawawa 135 -29 -31 30 23 4980 23 92 640 0.80 825 100 2.6 0.4 0.27 0.35 0.63 0.30 0.13 0.043 0.32 Peterborough 200 -23 -25 30 23 4400 25 92 710 0.83 840 140 2.0 0.4 0.32 0.41 0.19 0.13 0.078 0.025 0.062 Petrolia 195 -16 -18 31 24 3640 25 108 810 0.89 920 180 1.3 0.4 0.36 0.47 0.13 0.079 0.049 0.015 0.048 Pickering

(Dunbarton)

85

-19

-21

30

23

3800

23 92

730

0.88

825

140

1.0

0.4

0.37

0.48

0.18

0.12

0.069

0.022

0.078

Picton 95 -21 -23 29 23 3980 23 92 770 0.91 940 160 2.0 0.4 0.38 0.49 0.26 0.16 0.088 0.028 0.11 Plattsville 300 -19 -21 29 23 4150 28 103 820 0.93 950 140 1.9 0.4 0.33 0.42 0.15 0.096 0.058 0.018 0.069 Point Alexander 150 -29 -32 30 22 4960 23 92 650 0.82 850 100 2.5 0.4 0.27 0.35 0.63 0.30 0.13 0.043 0.32 Port Burwell 195 -15 -17 30 24 3800 25 92 930 1.05 1000 180 1.2 0.4 0.36 0.47 0.17 0.099 0.058 0.018 0.092 Port Colborne 180 -15 -17 30 24 3600 23 108 850 0.97 1000 160 2.1 0.4 2.3 0.36 0.46 0.33 0.18 0.066 0.022 0.19 Port Elgin 205 -17 -19 28 22 4100 25 92 790 0.94 850 180 2.8 0.4 0.43 0.55 0.11 0.078 0.051 0.017 0.036

This

is a

doc

umen

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dis

cuss

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at P

TPA

CC

and

CC

BFC

Com

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The

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Port Hope 100 -21 -23 29 23 3970 23 94 760 0.90 825 180 1.2 0.4 0.37 0.48 0.21 0.13 0.077 0.024 0.094 Port Perry 270 -22 -24 30 23 4260 25 97 720 0.84 850 140 2.4 0.4 0.34 0.44 0.17 0.12 0.070 0.023 0.053 Port Stanley 180 -15 -17 31 24 3850 25 92 940 1.05 975 180 1.2 0.4 0.36 0.47 0.17 0.099 0.055 0.017 0.090 Prescott 90 -23 -25 29 23 4120 25 103 770 0.88 975 180 2.2 0.4 0.34 0.44 0.42 0.24 0.12 0.038 0.018 Princeton 280 -18 -20 30 23 4000 25 97 810 0.92 925 160 1.5 0.4 0.33 0.42 0.16 0.10 0.059 0.018 0.082 Raith 475 -34 -37 28 22 5900 23 97 570 0.75 750 120 2.7 0.4 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Rayside-Balfour

(Chelmsford)

270

-28

-30

29

21

5200

25 92

650

0.80

850

180

2.5

0.4

0.35

0.45

0.14

0.097

0.057

0.020

0.045

Red Lake 360 -35 -37 28 21 6220 20 92 470 0.69 630 120 2.6 0.3 2.4 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Renfrew 115 -27 -30 30 23 4900 23 97 620 0.75 810 140 2.5 0.4 0.27 0.35 0.58 0.29 0.13 0.043 0.30 Richmond Hill 230 -21 -23 31 24 4000 25 97 740 0.83 850 140 1.5 0.4 0.34 0.44 0.18 0.11 0.065 0.021 0.063 Rockland 50 -26 -28 30 23 4600 23 92 780 0.89 950 160 2.4 0.4 0.31 0.40 0.60 0.30 0.14 0.045 0.31 Sarnia 190 -16 -18 31 24 3750 25 100 750 0.87 825 180 1.1 0.4 0.36 0.47 0.12 0.073 0.048 0.015 0.037 Sault Ste. Marie 190 -25 -28 29 22 4960 23 97 660 0.89 950 200 3.1 0.4 0.34 0.44 0.095 0.057 0.032 0.012 0.036 Schreiber 310 -34 -36 27 21 5960 20 103 600 0.82 850 160 3.3 0.4 0.30 0.39 0.095 0.057 0.026 0.008 0.036 Seaforth 310 -17 -19 30 23 4100 25 108 810 0.94 1025 160 2.5 0.4 0.37 0.48 0.12 0.080 0.051 0.017 0.040 Shelburne 495 -22 -24 29 23 4700 28 108 740 0.88 900 150 3.1 0.4 0.31 0.40 0.14 0.094 0.059 0.020 0.046 Simcoe 210 -17 -19 30 24 3700 28 113 860 0.97 950 160 1.3 0.4 0.35 0.45 0.18 0.10 0.060 0.018 0.093 Sioux Lookout 375 -34 -36 28 22 5950 25 97 520 0.69 710 100 2.6 0.3 2.4 0.23 0.30 0.095 0.057 0.026 0.008 0.036 Smiths Falls 130 -25 -27 30 23 4540 25 92 730 0.84 850 140 2.3 0.4 0.32 0.41 0.39 0.22 0.12 0.037 0.17 Smithville 185 -16 -18 30 23 3650 23 108 800 0.92 900 160 1.5 0.4 0.33 0.42 0.34 0.18 0.068 0.022 0.20

This

is a

doc

umen

t for

dis

cuss

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at P

TPA

CC

and

CC

BFC

Com

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The

info

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Smooth Rock Falls

235

-34

-36

29

21

6250

20

92

560

0.77

850

80

2.7

0.3

0.25

0.32

0.16

0.089

0.049

0.017

0.085

South River 355 -27 -29 29 22 5090 25 103 830 0.96 975 120 2.8 0.4 0.27 0.35 0.23 0.14 0.077 0.027 0.086 Southampton 180 -17 -19 28 22 4100 25 92 800 0.95 830 180 2.7 0.4 0.41 0.53 0.11 0.078 0.051 0.017 0.036 St. Catharines 105 -16 -18 30 23 3540 23 92 770 0.90 850 160 1.0 0.4 0.36 0.46 0.34 0.19 0.069 0.023 0.20 St. Mary's 310 -18 -20 30 23 4000 28 108 820 0.95 1025 160 2.2 0.4 0.36 0.47 0.14 0.086 0.054 0.017 0.049 St. Thomas 225 -16 -18 31 24 3780 25 103 900 0.99 975 180 1.4 0.4 0.36 0.47 0.16 0.096 0.056 0.017 0.088 Stirling 120 -23 -25 30 23 4220 25 97 740 0.86 850 120 1.7 0.4 0.31 0.40 0.25 0.16 0.088 0.028 0.096 Stratford 360 -18 -20 29 23 4050 28 113 820 0.95 1050 160 2.3 0.4 0.35 0.45 0.14 0.087 0.055 0.018 0.045 Strathroy 225 -17 -19 31 24 3780 25 103 770 0.88 950 180 1.9 0.4 0.36 0.47 0.14 0.086 0.052 0.016 0.064 Sturgeon Falls 205 -28 -30 29 21 5200 25 95 700 0.86 910 140 2.4 0.4 2.2 0.27 0.35 0.22 0.13 0.072 0.025 0.086 Sudbury 275 -28 -30 29 21 5180 25 97 650 0.79 875 200 2.5 0.4 0.36 0.46 0.15 0.10 0.059 0.020 0.051 Sundridge 340 -27 -29 29 22 5080 25 97 840 0.97 975 120 2.8 0.4 0.27 0.35 0.23 0.14 0.076 0.026 0.082 Tavistock 340 -19 -21 29 23 4100 28 113 820 0.95 1010 160 2.1 0.4 0.35 0.45 0.14 0.090 0.056 0.018 0.053 Temagami 300 -30 -33 30 22 5420 23 92 650 0.82 875 120 2.6 0.4 0.29 0.37 0.25 0.15 0.077 0.026 0.12 Thamesford 280 -19 -21 30 23 3950 28 108 820 0.93 975 160 1.9 0.4 0.37 0.48 0.16 0.095 0.056 0.018 0.076 Thedford 205 -16 -18 31 23 3710 25 103 810 0.95 900 180 2.1 0.4 0.39 0.50 0.12 0.077 0.050 0.016 0.038 Thunder Bay 210 -31 -33 29 21 5650 23 108 560 0.76 710 160 2.9 0.4 0.30 0.39 0.095 0.057 0.026 0.008 0.036 Tillsonburg 215 -17 -19 30 24 3840 25 103 880 0.98 980 160 1.3 0.4 0.34 0.44 0.17 0.10 0.058 0.018 0.091 Timmins 300 -34 -36 29 21 5940 20 108 560 0.75 875 100 3.1 0.3 0.27 0.35 0.14 0.090 0.054 0.018 0.056 Timmins (Porcupine)

295

-34

-36

29

21

6000

20

103

560

0.75

875

100

2.9

0.3

0.29

0.37

0.16

0.094

0.056

0.018

0.068

This

is a

doc

umen

t for

dis

cuss

ion

at P

TPA

CC

and

CC

BFC

Com

mitt

ees.

The

info

rmat

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re-d

istri

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d or

pub

lishe

d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Toronto

160

-20

-22

31

24

3800

26

108

720

0.80

800

160

1.1

0.4

0.34

0.44

0.21

0.12

0.065

0.021

0.11

Metropolitan Region

Etobicoke North York 175 -20 -22 31 24 3760 25 108 730 0.82 850 150 1.2 0.4 0.34 0.44 0.19 0.11 0.066 0.021 0.078 Scarborough 180 -20 -22 31 24 3800 25 92 730 0.87 825 160 1.2 0.4 0.36 0.47 0.19 0.11 0.068 0.022 0.076 Toronto (City Hall)

90

-18

-20

31

23

3520

25

97

720

0.86

820

160

0.9

0.4

0.34

0.44

0.22

0.13

0.067

0.021

0.12

Trenton 80 -22 -24 29 23 4110 23 97 760 0.89 850 160 1.6 0.4 0.36 0.47 0.24 0.15 0.085 0.027 0.099 Trout Creek 330 -27 -29 29 22 5100 25 103 780 0.92 975 120 2.7 0.4 0.27 0.35 0.24 0.15 0.078 0.027 0.095 Uxbridge 275 -22 -24 30 23 4240 25 103 700 0.82 850 140 2.4 0.4 0.33 0.42 0.16 0.11 0.069 0.022 0.049 Vaughan

(Woodbridge)

165

-20

-22

31

24

4100

26 113

700

0.80

800

140

1.1

0.4

0.34

0.44

0.19

0.11

0.064

0.021

0.081

Vittoria 215 -15 -17 30 24 3680 25 113 880 0.99 950 160 1.3 0.4 0.36 0.47 0.18 0.10 0.060 0.018 0.093 Walkerton 275 -18 -20 30 22 4300 28 103 790 0.92 1025 160 2.7 0.4 0.39 0.50 0.12 0.081 0.052 0.018 0.038 Wallaceburg 180 -16 -18 31 24 3600 28 97 760 0.87 825 180 0.9 0.4 0.35 0.45 0.15 0.085 0.047 0.015 0.071 Waterloo 330 -19 -21 29 23 4200 28 119 780 0.89 925 160 2.0 0.4 0.29 0.37 0.15 0.094 0.058 0.018 0.052 Watford 240 -17 -19 31 24 3740 25 108 790 0.90 950 160 1.9 0.4 0.36 0.47 0.13 0.081 0.050 0.016 0.050 Wawa 290 -34 -36 26 21 5840 20 93 725 0.93 950 160 3.4 0.4 4.1 0.30 0.39 0.095 0.057 0.028 0.010 0.036 Welland 180 -15 -17 30 23 3670 23 103 840 0.96 975 160 2.0 0.4 2.2 0.33 0.43 0.34 0.18 0.068 0.022 0.20 West Lorne 215 -16 -18 31 24 3700 28 103 840 0.95 900 180 1.3 0.4 0.36 0.47 0.16 0.095 0.054 0.016 0.088 Whitby 85 -20 -22 30 23 3820 23 86 760 0.90 850 160 1.2 0.4 0.37 0.48 0.19 0.12 0.071 0.022 0.075 Whitby (Brooklin) 160 -20 -22 30 23 4010 23 86 770 0.91 850 140 1.9 0.4 0.35 0.45 0.18 0.12 0.070 0.023 0.066

This

is a

doc

umen

t for

dis

cuss

ion

at P

TPA

CC

and

CC

BFC

Com

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The

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rmat

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re-d

istri

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d or

pub

lishe

d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

White River 375 -39 -42 28 21 6150 20 92 575 0.80 825 100 3.6 0.4 4.5 0.23 0.30 0.095 0.057 0.026 0.009 0.036 Wiarton 185 -19 -21 29 22 4300 25 103 740 0.91 1000 180 2.7 0.4 0.37 0.48 0.11 0.083 0.053 0.018 0.036 Windsor 185 -16 -18 32 24 3400 28 103 800 0.85 900 180 0.8 0.4 0.36 0.47 0.15 0.085 0.045 0.014 0.073 Wingham 310 -18 -20 30 23 4220 28 108 780 0.91 1050 160 2.6 0.4 0.39 0.50 0.12 0.079 0.051 0.017 0.039 Woodstock 300 -19 -21 30 23 3910 28 113 830 0.94 930 160 1.9 0.4 0.34 0.44 0.16 0.098 0.058 0.018 0.079 Wyoming 215 -16 -18 31 24 3700 25 103 815 0.92 900 180 1.6 0.4 0.36 0.47 0.13 0.077 0.049 0.015 0.043

Quebec

95

-24

-27

30

23

4620

21 107

860

0.97

1050

180

2.3

0.4

0.27

0.35

0.40

0.24

0.12

0.040

0.18 Acton-Vale

Alma 110 -31 -33 28 22 5800 20 91 700 0.86 950 160 3.3 0.4 0.27 0.35 0.56 0.28 0.14 0.047 0.31 Amos 295 -34 -36 28 21 6160 20 91 670 0.85 920 100 3.2 0.3 0.25 0.32 0.17 0.12 0.068 0.023 0.055 Asbestos 245 -26 -28 29 22 4800 23 96 870 0.98 1050 160 2.8 0.6 0.27 0.35 0.35 0.22 0.12 0.039 0.13 Aylmer 90 -25 -28 30 23 4520 23 91 730 0.84 900 160 2.5 0.4 0.32 0.41 0.63 0.31 0.14 0.046 0.32 Baie-Comeau 60 -27 -29 25 19 6020 16 91 680 0.96 1000 220 4.3 0.4 0.39 0.50 0.60 0.36 0.16 0.052 0.39 Baie-Saint-Paul 20 -27 -29 28 21 5280 18 102 730 0.89 1000 180 3.4 0.6 3.2 0.37 0.48 2.1 1.1 0.49 0.14 1.2 Beauport 45 -26 -29 28 22 5100 20 107 980 1.09 1200 200 3.4 0.6 0.33 0.42 0.56 0.33 0.16 0.053 0.30 Bedford 55 -24 -26 29 23 4420 23 91 880 0.99 1260 160 2.1 0.4 0.32 0.41 0.56 0.28 0.12 0.043 0.28 Beloeil 25 -24 -26 30 23 4500 23 91 840 0.95 1025 180 2.4 0.4 0.29 0.37 0.62 0.31 0.13 0.047 0.32 Brome 210 -25 -27 29 23 4730 23 96 990 1.09 1240 160 2.5 0.4 0.29 0.37 0.38 0.23 0.12 0.039 0.15 Brossard 15 -24 -26 30 23 4420 23 91 800 0.90 1025 180 2.4 0.4 0.33 0.42 0.64 0.31 0.14 0.047 0.33 Buckingham 130 -26 -28 30 23 4880 23 91 810 0.94 990 160 2.6 0.4 0.31 0.40 0.63 0.31 0.14 0.046 0.32 Campbell's Bay 115 -28 -30 30 23 4900 23 96 700 0.83 850 140 2.6 0.4 0.25 0.32 0.63 0.30 0.13 0.045 0.32

This

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014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Chambly 20 -24 -26 30 23 4450 23 91 850 0.96 1000 160 2.3 0.4 0.31 0.40 0.63 0.31 0.13 0.047 0.32 Coaticook 295 -25 -27 28 22 4750 23 96 860 1.00 1060 160 2.3 0.6 0.27 0.35 0.41 0.25 0.11 0.038 0.20 Contrecoeur 10 -25 -27 30 23 4500 20 102 810 0.94 1000 180 2.8 0.4 0.33 0.43 0.62 0.31 0.13 0.047 0.32 Cowansville 120 -25 -27 29 23 4540 23 91 940 1.04 1150 160 2.3 0.4 0.32 0.41 0.42 0.24 0.12 0.040 0.20 Deux-Montagnes 25 -25 -27 29 23 4440 23 96 820 0.92 1025 160 2.4 0.4 0.29 0.37 0.64 0.31 0.14 0.048 0.32 Dolbeau 120 -32 -34 28 22 6250 22 91 670 0.85 900 140 3.5 0.3 0.27 0.35 0.32 0.21 0.11 0.039 0.13 Drummondville 85 -26 -28 30 23 4700 22 107 870 0.98 1075 180 2.5 0.4 0.27 0.35 0.46 0.25 0.12 0.041 0.22 Farnham 60 -24 -26 29 23 4500 23 96 910 1.01 1050 180 2.5 0.4 2.2 0.29 0.37 0.54 0.28 0.13 0.043 0.28 Fort-Coulonge 110 -28 -30 30 23 4950 23 96 720 0.86 900 100 2.5 0.4 0.25 0.32 0.63 0.30 0.13 0.045 0.32 Gagnon 545 -34 -36 24 19 7600 17 80 580 0.89 925 140 4.6 0.4 0.30 0.39 0.095 0.10 0.063 0.023 0.036 Gaspé 55 -25 -26 26 20 5500 19 118 760 0.96 1100 300 4.3 0.6 0.37 0.48 0.19 0.17 0.080 0.031 0.061 Gatineau 95 -25 -28 30 23 4600 23 91 790 0.92 950 160 2.5 0.4 0.32 0.41 0.63 0.31 0.14 0.046 0.32 Gracefield 175 -28 -31 30 23 5080 23 96 700 0.85 950 140 2.6 0.4 0.25 0.32 0.57 0.28 0.13 0.042 0.28 Granby 120 -25 -27 29 23 4500 23 102 940 1.04 1175 160 2.3 0.4 0.27 0.35 0.42 0.24 0.12 0.040 0.19 Harrington- Harbour

30

-27

-29

19

16

6150

15

96

900

1.18

1150

300

4.9

0.6

0.56

0.72

0.11

0.079

0.051

0.018

0.036

Havre-St-Pierre 5 -27 -29 22 18 6100 15 96 780 1.05 1125 300 4.1 0.6 0.48 0.63 0.28 0.17 0.077 0.029 0.15 Hemmingford 75 -24 -26 30 23 4380 23 91 770 0.89 1025 160 2.4 0.4 0.31 0.40 0.64 0.31 0.14 0.047 0.33 Hull 65 -25 -28 30 23 4550 23 91 730 0.84 900 160 2.4 0.4 0.32 0.41 0.64 0.31 0.14 0.046 0.32 Iberville 35 -24 -26 29 23 4450 23 91 880 0.99 1010 160 2.2 0.4 0.32 0.41 0.62 0.30 0.13 0.046 0.32 Inukjuak 5 -36 -38 21 15 9150 9 54 270 0.88 420 240 4.1 0.2 4.4 0.47 0.60 0.095 0.057 0.028 0.009 0.036

This

is a

doc

umen

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at P

TPA

CC

and

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Com

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Joliette 45 -26 -28 29 23 4720 21 102 790 0.93 1000 160 3.1 0.4 0.28 0.36 0.59 0.30 0.13 0.045 0.31 Kuujjuaq 25 -37 -39 24 17 8550 9 54 280 0.80 525 260 4.8 0.2 0.47 0.60 0.095 0.063 0.043 0.015 0.036 Kuujjuarapik 20 -36 -38 25 17 7990 12 80 410 0.85 610 180 4.2 0.3 4.5 0.43 0.55 0.095 0.057 0.026 0.008 0.036 La Pocatière 55 -24 -26 28 22 5160 18 102 675 0.85 965 180 3.2 0.6 0.39 0.50 2.0 1.0 0.46 0.14 1.1 La-Malbaie 25 -26 -28 28 21 5400 18 102 640 0.82 900 180 3.1 0.6 0.37 0.48 2.3 1.1 0.53 0.16 1.2 La-Tuque 165 -30 -32 29 22 5500 23 96 720 0.87 930 160 3.4 0.4 0.27 0.35 0.32 0.22 0.12 0.041 0.11 Lac-Mégantic 420 -27 -29 27 22 5180 23 91 790 0.94 1025 160 3.2 0.6 0.27 0.35 0.39 0.24 0.12 0.040 0.19 Lachute 65 -26 -28 29 23 4640 23 96 910 1.04 1075 160 2.4 0.4 0.31 0.40 0.57 0.29 0.14 0.044 0.30 Lennoxville 155 -28 -30 29 22 4700 23 96 850 0.98 1100 160 2.1 0.6 2.0 0.25 0.32 0.36 0.22 0.11 0.038 0.14 Léry 30 -24 -26 29 23 4420 23 91 800 0.91 950 180 2.3 0.4 0.33 0.42 0.65 0.31 0.14 0.048 0.33 Loretteville 100 -26 -29 28 22 5200 20 102 980 1.09 1225 200 3.7 0.6 0.32 0.41 0.58 0.32 0.15 0.052 0.31 Louiseville 15 -25 -28 29 23 4900 20 102 800 0.93 1025 160 2.9 0.4 0.33 0.43 0.59 0.30 0.13 0.045 0.31 Magog 215 -26 -28 29 23 4730 23 96 860 0.99 1125 160 2.3 0.4 0.27 0.35 0.36 0.22 0.11 0.038 0.14 Malartic 325 -33 -36 29 21 6200 20 86 640 0.82 900 100 3.3 0.3 0.25 0.32 0.21 0.14 0.076 0.026 0.073 Maniwaki 180 -30 -32 29 22 5280 23 96 700 0.86 900 100 2.4 0.4 0.24 0.31 0.61 0.29 0.13 0.042 0.33 Masson 50 -26 -28 30 23 4610 23 91 790 0.92 975 160 2.4 0.4 0.31 0.40 0.62 0.31 0.14 0.046 0.31 Matane 5 -24 -26 24 20 5510 18 91 640 0.88 1050 220 3.7 0.4 0.47 0.60 0.60 0.37 0.16 0.052 0.39 Mont-Joli 90 -24 -26 26 21 5370 18 91 610 0.84 920 220 4.1 0.4 4.0 0.40 0.52 0.57 0.35 0.17 0.053 0.30 Mont-Laurier 225 -29 -32 29 22 5320 24 102 790 0.93 1000 160 2.6 0.4 0.23 0.30 0.61 0.29 0.14 0.042 0.33 Montmagny 10 -25 -28 28 22 5090 20 102 880 1.01 1090 180 2.9 0.6 0.36 0.47 0.73 0.41 0.19 0.062 0.34 Montréal Region

This

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014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Beaconsfield 25 -24 -26 30 23 4440 23 91 780 0.89 950 180 2.3 0.4 0.33 0.42 0.64 0.32 0.14 0.048 0.33 Dorval 25 -24 -26 30 23 4400 23 91 760 0.85 940 180 2.4 0.4 0.33 0.42 0.64 0.31 0.14 0.048 0.33 Laval 35 -24 -26 29 23 4500 23 96 830 0.93 1025 160 2.6 0.4 0.33 0.42 0.64 0.31 0.14 0.048 0.32 Montréal (City Hall)

20

-23

-26

30

23

4200

23

96

830

0.93

1025

180

2.6

0.4

0.33

0.42

0.64

0.31

0.14

0.048

0.33

Montréal-Est 25 -23 -26 30 23 4470 23 96 830 0.93 1025 180 2.7 0.4 0.33 0.42 0.64 0.31 0.14 0.047 0.32 Montréal-Nord 20 -24 -26 30 23 4470 23 96 830 0.93 1025 160 2.6 0.4 0.33 0.42 0.64 0.31 0.14 0.048 0.33 Outremont 105 -23 -26 30 23 4300 23 96 820 0.91 1025 180 2.8 0.4 0.33 0.42 0.64 0.31 0.14 0.048 0.33 Pierrefonds 25 -24 -26 30 23 4430 23 96 800 0.90 960 180 2.4 0.4 0.33 0.42 0.64 0.31 0.14 0.048 0.33 St-Lambert 15 -23 -26 30 23 4400 23 96 810 0.91 1050 160 2.5 0.4 0.33 0.42 0.64 0.31 0.14 0.047 0.33 St-Laurent 45 -23 -26 30 23 4270 23 96 790 0.89 950 160 2.5 0.4 0.33 0.42 0.64 0.31 0.14 0.048 0.33 Ste-Anne-de- Bellevue

35

-24

-26

29

23

4460

23

96

780

0.89

960

180

2.3

0.4

0.33

0.42

0.64

0.32

0.14

0.048

0.33

Verdun 20 -23 -26 30 23 4200 23 91 780 0.88 1025 180 2.5 0.4 0.33 0.42 0.64 0.31 0.14 0.048 0.33 Nicolet (Gentilly) 15 -25 -28 29 23 4900 20 107 860 0.98 1025 160 2.8 0.4 0.33 0.42 0.59 0.29 0.13 0.045 0.31 Nitchequon 545 -39 -41 23 19 8100 15 70 500 0.89 825 140 3.5 0.3 0.29 0.37 0.095 0.058 0.040 0.015 0.036 Noranda 305 -33 -36 29 21 6050 20 91 650 0.82 875 100 3.2 0.3 0.27 0.35 0.19 0.12 0.069 0.023 0.066 Percé 5 -21 -24 25 19 5400 16 107 1000 1.18 1300 300 3.8 0.6 0.56 0.72 0.18 0.15 0.078 0.030 0.052 Pincourt 25 -24 -26 29 23 4480 23 96 780 0.88 950 180 2.3 0.4 0.33 0.42 0.65 0.32 0.14 0.048 0.33 Plessisville 145 -26 -28 29 23 5100 21 107 890 1.00 1150 180 2.8 0.6 0.27 0.35 0.40 0.25 0.13 0.043 0.19 Port-Cartier 20 -28 -30 25 19 6060 15 106 730 0.99 1125 300 4.1 0.4 0.42 0.54 0.42 0.26 0.11 0.041 0.21 Puvirnituq 5 -36 -38 23 16 9200 7 54 210 0.87 375 240 4.5 0.2 0.47 0.60 0.19 0.091 0.049 0.013 0.099

This

is a

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014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Québec City Region

Ancienne- Lorette

35

-25

-28

28

23

5130

20

102

940

1.06

1200

200

3.4

0.6

0.32

0.41

0.57

0.31

0.15

0.052

0.30

Lévis 50 -25 -28 28 22 5050 20 107 920 1.04 1200 160 3.3 0.6 0.32 0.41 0.55 0.32 0.15 0.053 0.29 Québec 120 -25 -28 28 22 5080 20 107 925 1.04 1210 200 3.6 0.6 0.32 0.41 0.55 0.32 0.15 0.052 0.30 Sillery 10 -25 -28 28 23 5070 20 107 930 1.05 1200 200 3.1 0.6 0.32 0.41 0.55 0.32 0.15 0.052 0.29 Ste-Foy 115 -25 -28 28 23 5100 20 107 940 1.06 1200 180 3.7 0.6 0.32 0.41 0.55 0.32 0.15 0.052 0.30

Richmond 150 -25 -27 29 22 4700 23 96 870 0.98 1060 160 2.4 0.6 2.2 0.25 0.32 0.35 0.22 0.12 0.039 0.13 Rimouski 30 -25 -27 26 20 5300 18 91 640 0.84 890 200 3.8 0.4 0.40 0.52 0.58 0.32 0.16 0.053 0.31 Rivière-du-Loup 55 -25 -27 26 21 5380 18 91 660 0.84 900 180 3.5 0.6 3.3 0.39 0.50 1.0 0.56 0.24 0.080 0.49 Roberval 100 -31 -33 28 21 5750 22 91 590 0.77 910 140 3.5 0.3 0.27 0.35 0.41 0.24 0.12 0.042 0.22 Rock-Island 160 -25 -27 29 23 4850 23 91 900 1.03 1125 160 2.0 0.4 0.27 0.35 0.42 0.25 0.11 0.039 0.19 Rosemère 25 -24 -26 29 23 4550 23 96 840 0.97 1050 160 2.6 0.4 0.31 0.40 0.64 0.31 0.14 0.047 0.32 Rouyn 300 -33 -36 29 21 6050 20 91 650 0.82 900 100 3.1 0.3 0.27 0.35 0.19 0.12 0.070 0.024 0.066 Saguenay 10 -30 -32 28 22 5700 18 86 710 0.88 975 140 2.7 0.4 2.5 0.28 0.36 0.58 0.32 0.15 0.052 0.31 Saguenay (Bagotville)

5

-31

-33

28

21

5700

18

86

690

0.86

925

160

2.7

2.4 0.4

0.29

0.38

0.59

0.34

0.16

0.053

0.31

Saguenay (Jonquière)

135

-30

-32

28

22

5650

18

86

710

0.87

925

160

3.1

0.4

0.27

0.35

0.58

0.32

0.15

0.052

0.31

Saguenay (Kenogami)

140

-30

-32

28

22

5650

18

86

690

0.86

925

160

3.1

0.4

0.27

0.35

0.58

0.32

0.15

0.051

0.31

Saint-Eustache 35 -25 -27 29 23 4500 23 96 820 0.92 1025 160 2.4 0.4 0.29 0.37 0.64 0.31 0.14 0.047 0.32

This

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014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Saint-Jean-sur- Richelieu

35

-24

-26

29

23

4450

23

91

880

0.99

1010

180

2.2

0.4

0.32

0.41

0.63

0.31

0.13

0.046

0.32

Salaberry-de- Valleyfield

50

-23

-25

29

23

4400

23

96

760

0.87

900

180

2.3

0.4

0.33

0.42

0.64

0.31

0.14

0.047

0.33

Schefferville 550 -37 -39 24 16 8550 13 64 410 0.81 800 180 4.5 0.3 0.33 0.42 0.095 0.057 0.035 0.014 0.036 Senneterre 310 -34 -36 29 21 6180 22 91 740 0.91 925 100 3.3 0.3 0.25 0.32 0.20 0.13 0.079 0.025 0.065 Sept-Îles 5 -29 -31 24 18 6200 15 106 760 1.01 1125 300 4.1 0.4 0.42 0.54 0.30 0.22 0.098 0.037 0.12 Shawinigan 60 -26 -29 29 23 5050 22 102 820 0.96 1050 180 3.1 0.4 0.27 0.35 0.55 0.28 0.12 0.043 0.29 Shawville 170 -27 -30 30 23 4880 23 96 670 0.79 880 160 2.8 0.4 0.27 0.35 0.63 0.30 0.13 0.045 0.32 Sherbrooke 185 -28 -30 29 23 4700 23 96 900 1.03 1100 160 2.2 0.6 0.25 0.32 0.35 0.22 0.11 0.038 0.13 Sorel 10 -25 -27 29 23 4550 20 102 800 0.93 975 180 2.8 0.4 0.33 0.43 0.61 0.30 0.13 0.046 0.32 St-Félicien 105 -32 -34 28 22 5850 22 91 570 0.76 900 140 3.5 0.3 0.27 0.35 0.32 0.21 0.11 0.039 0.13 St-Georges-de-

Cacouna

35

-25

-27

26

21

5400

18 91

660

0.85

925

180

3.2

0.6

0.39

0.50

0.80

0.46

0.21

0.068

0.39

St-Hubert 25 -24 -26 30 23 4490 23 91 820 0.92 1020 180 2.5 0.4 0.33 0.42 0.64 0.31 0.14 0.047 0.33 Saint-Hubert-de-

Rivière-du- 310 -26 -28 26 21 5520 22 91 740 0.90 1025 180 4.4 0.6 0.31 0.40 0.61 0.36 0.17 0.058 0.24 Loup

St-Hyacinthe 35 -24 -27 30 23 4500 21 91 840 0.95 1030 160 2.3 0.4 0.27 0.35 0.55 0.28 0.13 0.043 0.28 St-Jérôme 95 -26 -28 29 23 4820 23 96 830 0.97 1025 160 2.7 0.4 0.29 0.37 0.59 0.30 0.13 0.045 0.30 St-Jovite 230 -29 -31 28 22 5250 23 96 810 0.99 1025 160 2.8 0.4 0.25 0.33 0.61 0.30 0.14 0.043 0.32 St-Lazare- Hudson

60

-24

-26

30

23

4520

23

96

750

0.85

950

180

2.3

0.4

0.33

0.42

0.64

0.31

0.14

0.048

0.32

This

is a

doc

umen

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dis

cuss

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at P

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d. 2

014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

St-Nicolas 65 -25 -28 28 22 4990 20 102 890 1.01 1200 200 3.5 0.6 0.33 0.42 0.55 0.31 0.15 0.051 0.30 Ste-Agathe-des-

Monts

360

-28

-30

28

22

5390

23 96

820

1.00

1170

140

3.4

0.4

0.27

0.35

0.56

0.29

0.14

0.043

0.30

Sutton 185 -25 -27 29 23 4600 23 96 990 1.09 1260 160 2.4 0.4 0.32 0.41 0.39 0.23 0.12 0.039 0.16 Tadoussac 65 -26 -28 27 21 5450 18 96 700 0.88 1000 180 3.7 0.4 3.4 0.40 0.52 0.68 0.40 0.19 0.061 0.32 Témiscaming 240 -30 -32 30 22 5020 23 96 730 0.88 940 100 2.5 0.4 0.25 0.32 0.55 0.26 0.11 0.036 0.30 Terrebonne 20 -25 -27 29 23 4500 23 96 830 0.93 1025 160 2.6 0.4 0.31 0.40 0.63 0.31 0.14 0.048 0.32 Thetford Mines 330 -26 -28 28 22 5120 22 107 950 1.06 1230 160 3.5 0.6 3.3 0.27 0.35 0.36 0.24 0.12 0.043 0.12 Thurso 50 -26 -28 30 23 4820 23 91 800 0.93 950 160 2.4 0.4 0.31 0.40 0.58 0.29 0.14 0.043 0.28 Trois-Rivières 25 -25 -28 29 23 4900 20 107 860 0.98 1050 180 2.8 0.4 0.33 0.43 0.59 0.30 0.13 0.045 0.31 Val-d'Or 310 -33 -36 29 21 6180 20 86 640 0.83 925 100 3.4 0.3 0.25 0.32 0.22 0.14 0.079 0.027 0.076 Varennes 15 -24 -26 30 23 4500 23 96 810 0.94 1000 160 2.6 0.4 0.31 0.40 0.64 0.31 0.13 0.047 0.32 Verchères 15 -24 -26 30 23 4450 23 96 810 0.94 1000 160 2.7 0.4 0.33 0.43 0.63 0.31 0.13 0.047 0.32 Victoriaville 125 -26 -28 29 23 4900 21 102 850 0.97 1100 180 2.6 0.6 0.27 0.35 0.39 0.23 0.12 0.041 0.18 Ville-Marie 200 -31 -34 30 22 5550 23 96 630 0.80 825 120 2.3 0.4 0.31 0.40 0.27 0.16 0.083 0.027 0.13 Wakefield 120 -27 -30 30 23 4820 23 91 780 0.91 1020 160 2.4 0.4 3.1 0.27 0.34 0.62 0.31 0.14 0.046 0.31 Waterloo 205 -25 -27 29 23 4650 23 96 980 1.08 1250 160 2.5 0.4 0.27 0.35 0.37 0.23 0.12 0.039 0.14 Windsor 150 -25 -27 29 23 4700 23 96 930 1.04 1075 160 2.3 0.4 0.25 0.32 0.35 0.22 0.11 0.038 0.12

New Brunswick

5

-21

-23

26

20

4500

18 144

1175

1.32

1450

260

2.6

2.3 0.6

0.37

0.48

0.24

0.16

0.082

0.028

0.12 Alma

Bathurst 10 -23 -26 30 22 5020 20 106 775 0.94 1020 180 4.1 0.6 3.5 0.37 0.48 0.34 0.21 0.10 0.035 0.19

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4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Campbellton 30 -26 -28 29 22 5500 20 107 725 0.93 1025 180 4.3 0.4 3.6 0.35 0.45 0.37 0.24 0.12 0.041 0.19 Edmundston 160 -27 -29 28 22 5320 23 91 750 0.94 1000 160 3.4 0.6 0.29 0.38 0.46 0.30 0.14 0.050 0.18 Fredericton 15 -24 -27 29 22 4670 22 112 900 1.02 1100 160 3.1 0.6 0.29 0.38 0.33 0.21 0.10 0.034 0.18 Gagetown 20 -24 -26 29 22 4460 20 112 900 1.04 1125 180 2.8 0.6 0.31 0.40 0.30 0.19 0.098 0.033 0.15 Grand Falls 115 -27 -30 28 22 5300 23 107 850 1.00 1100 160 3.6 0.6 0.29 0.38 0.38 0.26 0.13 0.044 0.20 Miramichi 5 -24 -26 30 22 4950 20 96 825 0.97 1050 200 3.4 0.6 0.32 0.41 0.34 0.21 0.096 0.033 0.19 Moncton 20 -23 -25 28 21 4680 20 112 850 1.02 1175 220 3.0 0.6 0.39 0.50 0.25 0.17 0.084 0.029 0.14 Oromocto 20 -24 -26 29 22 4650 22 112 900 1.02 1110 160 3.0 0.6 0.30 0.39 0.31 0.20 0.10 0.034 0.17 Sackville 15 -22 -24 27 21 4590 18 112 975 1.14 1175 220 2.5 0.6 0.38 0.49 0.22 0.15 0.079 0.027 0.11 Saint Andrews 35 -22 -24 25 20 4680 19 123 1000 1.15 1200 220 2.8 0.6 2.3 0.35 0.45 0.66 0.30 0.13 0.039 0.35 Saint George 35 -21 -23 25 20 4680 18 123 1000 1.15 1200 220 2.8 0.6 2.3 0.35 0.45 0.58 0.27 0.12 0.040 0.30 Saint John 5 -22 -24 25 20 4570 18 139 1100 1.27 1425 260 2.3 0.6 0.41 0.53 0.29 0.18 0.093 0.031 0.15 Shippagan 5 -22 -24 28 21 4930 18 96 800 0.98 1050 260 3.4 0.6 0.48 0.63 0.29 0.18 0.090 0.031 0.17 St. Stephen 20 -24 -26 28 22 4700 20 123 1000 1.15 1160 180 2.9 0.6 2.5 0.33 0.42 0.62 0.29 0.12 0.039 0.33 Woodstock 60 -26 -29 30 22 4910 22 107 875 0.99 1100 160 3.1 0.6 0.29 0.37 0.35 0.22 0.12 0.039 0.20

Nova Scotia

25

-21

-24

27

21

4500

18 118

950

1.12

1150

220

2.4

0.6

0.37

0.48

0.21

0.14

0.076

0.026

0.085 Amherst

Antigonish 10 -17 -20 27 21 4510 15 123 1100 1.25 1250 240 2.3 0.6 2.1 0.42 0.54 0.19 0.13 0.078 0.025 0.068 Bridgewater 10 -15 -17 27 20 4140 16 144 1300 1.45 1475 260 1.9 0.6 0.43 0.55 0.23 0.15 0.084 0.027 0.084 Canso 5 -13 -15 25 20 4400 15 123 1325 1.48 1400 260 1.7 0.6 0.48 0.61 0.23 0.15 0.085 0.027 0.091 Debert 45 -21 -24 27 21 4500 18 118 1000 1.16 1200 240 2.1 0.6 0.37 0.48 0.21 0.14 0.078 0.026 0.080

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014-

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4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Digby 35 -15 -17 25 20 4020 15 130 1100 1.27 1275 260 2.2 0.6 0.43 0.55 0.23 0.14 0.081 0.027 0.087 Greenwood (CFB)

28

-18

-20

29

22

4140

16

118

925

1.05

1100

280

2.7

0.6

0.42

0.54

0.23

0.14

0.081

0.027

0.088

Halifax Region Dartmouth 10 -16 -18 26 20 4100 18 144 1250 1.40 1400 280 1.6 0.6 0.45 0.58 0.23 0.15 0.085 0.027 0.086 Halifax 55 -16 -18 26 20 4000 17 150 1350 1.49 1500 280 1.9 0.6 0.45 0.58 0.23 0.15 0.085 0.027 0.086

Kentville 25 -18 -20 28 21 4130 17 118 950 1.09 1200 260 2.6 0.6 2.4 0.42 0.54 0.23 0.14 0.080 0.027 0.087 Liverpool 20 -16 -18 27 20 3990 16 150 1325 1.48 1425 280 1.7 0.6 0.48 0.61 0.24 0.15 0.087 0.028 0.090 Lockeport 5 -14 -16 25 20 4000 18 139 1250 1.42 1450 280 1.4 0.6 0.47 0.60 0.25 0.15 0.088 0.028 0.095 Louisburg 5 -15 -17 26 20 4530 15 118 1300 1.46 1500 300 2.1 0.7 0.50 0.65 0.22 0.14 0.082 0.026 0.081 Lunenburg 25 -15 -17 26 20 4140 16 144 1300 1.45 1450 260 1.9 0.6 0.48 0.61 0.23 0.15 0.085 0.028 0.086 New Glasgow 30 -19 -21 27 21 4320 15 135 975 1.13 1200 260 2.2 0.6 0.43 0.55 0.18 0.12 0.075 0.025 0.057 North Sydney 20 -16 -19 27 21 4500 15 123 1200 1.36 1475 300 2.4 0.6 0.46 0.59 0.19 0.12 0.075 0.024 0.067 Pictou 25 -19 -21 27 21 4310 15 107 950 1.11 1175 260 2.2 0.6 0.43 0.55 0.17 0.12 0.073 0.024 0.053 Port Hawkesbury 40 -17 -19 27 21 4500 15 128 1325 1.48 1450 260 2.1 0.6 0.57 0.74 0.21 0.13 0.080 0.026 0.076 Springhill 185 -20 -23 27 21 4540 18 118 1075 1.22 1175 220 3.1 0.6 0.37 0.48 0.21 0.14 0.077 0.026 0.085 Stewiacke 25 -20 -22 27 21 4400 18 128 1050 1.20 1250 240 1.8 0.6 0.39 0.50 0.21 0.14 0.081 0.027 0.085 Sydney 5 -16 -19 27 21 4530 15 123 1200 1.36 1475 300 2.3 0.6 0.46 0.59 0.19 0.13 0.077 0.024 0.070 Tatamagouche 25 -20 -23 27 21 4380 18 118 875 1.05 1150 260 2.2 0.6 0.43 0.55 0.18 0.12 0.073 0.025 0.056 Truro 25 -20 -22 27 21 4500 18 118 1000 1.16 1175 240 2.0 0.6 0.37 0.48 0.21 0.14 0.079 0.026 0.076 Wolfville 35 -19 -21 28 21 4140 17 118 975 1.13 1175 260 2.62. 0.6 4 0.42 0.54 0.22 0.14 0.080 0.026 0.088

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014-

06-2

4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Yarmouth 10 -14 -16 22 19 3990 19 135 1125 1.32 1260 280 1.8 0.6 0.43 0.56 0.22 0.14 0.083 0.027 0.082 Prince Edward

5

-20

-22

26

21

4460

16

107

900

1.09

1150

350

2.7

0.6

0.43

0.56

0.15

0.11

0.070

0.024

0.049

Island Charlottetown Souris 5 -19 -21 27 21 4550 15 112 950 1.14 1130 350 2.7 0.6 0.45 0.58 0.14 0.11 0.067 0.023 0.044 Summerside 10 -20 -22 27 21 4600 16 112 825 1.03 1060 350 3.1 0.6 0.47 0.60 0.17 0.12 0.074 0.026 0.050 Tignish 10 -20 -22 27 21 4770 16 96 800 1.01 1100 350 3.2 0.6 0.51 0.66 0.19 0.13 0.077 0.027 0.055

Newfoundland

15

-12

-14

21

18

4600

15 107

1250

1.47

1400

400

2.4

0.7

0.58

0.75

0.17

0.12

0.074

0.024

0.060 Argentia

Bonavista 15 -14 -16 24 19 5000 18 96 825 1.11 1010 400 3.1 0.6 2.8 0.65 0.84 0.16 0.11 0.072 0.024 0.056 Buchans 255 -24 -27 27 20 5250 13 107 850 1.04 1125 200 4.7 0.6 0.47 0.60 0.13 0.090 0.058 0.020 0.044 Cape Harrison 5 -29 -31 26 16 6900 10 106 475 0.94 950 350 6.3 0.4 0.47 0.60 0.22 0.17 0.082 0.027 0.079 Cape Race 5 -11 -13 19 18 4900 18 130 1425 1.66 1550 400 2.3 0.7 0.81 1.05 0.20 0.14 0.084 0.027 0.071 Channel-Port aux

Basques

5

-13

-15

19

18

5000

13 123

1175

1.43

1520

450

3.6

3.0 0.7

0.60

0.78

0.14

0.10

0.064

0.022

0.048

Corner Brook 35 -16 -18 26 20 4760 13 91 875 1.08 1190 300 3.7 0.6 0.43 0.55 0.12 0.087 0.056 0.019 0.043 Gander 125 -18 -20 27 20 5110 18 91 775 1.01 1180 280 3.7 0.6 0.47 0.60 0.14 0.10 0.065 0.022 0.047 Grand Bank 5 -14 -15 20 18 4550 15 123 1350 1.58 1525 400 2.4 0.7 0.57 0.74 0.19 0.13 0.079 0.025 0.063 Grand Falls 60 -26 -29 27 20 5020 15 86 775 0.97 1030 240 3.4 0.6 0.47 0.60 0.13 0.093 0.061 0.020 0.045 Happy Valley-

Goose Bay

15

-31

-32

27

19

6670

18 80

575

0.83

960

160

5.3

0.4

0.33

0.42

0.13

0.091

0.057

0.020

0.045

Labrador City 550 -36 -38 24 17 7710 15 70 500 0.82 880 140 4.8 0.3 4.3 0.31 0.40 0.095 0.076 0.048 0.019 0.036

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4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

St. Anthony 10 -25 -27 22 18 6440 13 86 800 1.07 1280 450 6.1 0.6 5.1 0.67 0.87 0.14 0.10 0.065 0.022 0.048 St. John's 65 -15 -16 24 20 4800 18 118 1200 1.41 1575 400 2.9 0.7 0.60 0.78 0.17 0.12 0.076 0.025 0.057 Stephenville 25 -16 -18 24 19 4850 14 102 1000 1.19 1275 350 4.1 0.6 3.5 0.45 0.58 0.12 0.091 0.058 0.020 0.043 Twin Falls 425 -35 -37 24 17 7790 15 70 500 0.85 950 120 4.8 0.4 4.6 0.31 0.40 0.095 0.068 0.040 0.016 0.036 Wabana 75 -15 -17 24 20 4750 18 112 1125 1.34 1500 400 3.0 0.7 0.58 0.75 0.17 0.12 0.075 0.025 0.056 Wabush 550 -36 -38 24 17 7710 15 70 500 0.82 880 140 4.8 0.3 4.3 0.31 0.40 0.095 0.077 0.048 0.019 0.036

Yukon

920

-44

-46

23

15

7500

8 43

190

0.57

275

40

1.9

0.1

0.29

0.38

0.27

0.20

0.13

0.076

0.14 Aishihik

Dawson 330 -50 -51 26 16 8120 10 49 200 0.57 350 40 2.9 0.1 2.7 0.24 0.31 0.54 0.34 0.17 0.094 0.25 Destruction Bay 815 -43 -45 23 14 7800 8 49 190 0.62 300 80 1.9 0.1 1.6 0.47 0.60 0.73 0.49 0.27 0.15 0.33 Faro 670 -46 -47 25 16 7300 10 33 215 0.58 315 40 2.3 0.1 0.27 0.35 0.21 0.13 0.067 0.040 0.11 Haines Junction 600 -45 -47 24 14 7100 8 51 145 0.56 315 180 2.2 0.1 0.26 0.34 0.72 0.47 0.27 0.15 0.33 Snag 595 -51 -53 23 16 8300 8 59 290 0.57 350 40 2.2 0.1 0.24 0.31 0.61 0.40 0.22 0.12 0.28 Teslin 690 -42 -44 24 15 6770 10 38 200 0.51 340 40 3.0 0.1 2.9 0.26 0.34 0.19 0.11 0.065 0.041 0.099 Watson Lake 685 -46 -48 26 16 7470 10 54 250 0.55 410 60 3.2 0.1 3.1 0.27 0.35 0.45 0.26 0.12 0.067 0.22 Whitehorse 655 -41 -43 25 15 6580 8 43 170 0.49 275 40 2.0 0.1 1.8 0.29 0.38 0.22 0.15 0.10 0.060 0.11

Northwest

5

-42

-44

26

17

9600

6

49

115

0.67

250

60

2.8

2.3 0.1

0.37

0.48

0.18

0.12

0.060

0.035

0.11

Territories Aklavik Echo Bay / Port Radium

195

-42

-44

22

16

9300

8

60

160

0.70

250

80

3.0

0.1

0.41

0.53

0.095

0.057

0.026

0.009

0.036

Fort Good Hope 100 -43 -45 28 18 8700 9 60 140 0.60 280 80 2.9 0.1 0.34 0.44 0.15 0.10 0.059 0.036 0.080

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014-

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4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Fort McPherson 25 -44 -46 26 17 9150 6 50 145 0.67 315 60 3.2 0.1 2.3 0.31 0.40 0.44 0.27 0.13 0.078 0.21 Fort Providence 150 -40 -43 28 18 7620 10 71 210 0.56 350 100 2.4 0.1 0.27 0.35 0.095 0.057 0.026 0.011 0.036 Fort Resolution 160 -40 -42 26 18 7750 10 60 175 0.61 300 140 2.3 0.1 0.30 0.39 0.095 0.057 0.026 0.008 0.036 Fort Simpson 120 -42 -44 28 19 7660 12 76 225 0.56 360 80 2.3 0.1 0.30 0.39 0.11 0.080 0.047 0.029 0.059 Fort Smith 205 -41 -43 28 19 7300 10 65 250 0.56 350 80 2.3 0.2 0.30 0.39 0.095 0.057 0.026 0.008 0.036 Hay River 45 -38 -41 27 18 7550 10 60 200 0.62 150 140 2.4 0.1 0.27 0.35 0.095 0.057 0.026 0.008 0.036 Holman/ Ulukhaqtuuq

10

-39

-41

18

12

10700

3

44

80

0.93

250

120

2.1

0.1

0.66

0.86

0.095

0.057

0.027

0.009

0.036

Inuvik 45 -43 -45 26 17 9600 6 49 115 0.67 425 60 3.1 0.1 2.3 0.37 0.48 0.10 0.069 0.041 0.026 0.060 Mould Bay 5 -44 -46 11 8 12900 3 33 25 0.94 100 140 1.5 0.1 0.45 0.58 0.32 0.16 0.084 0.024 0.16 Norman Wells 65 -43 -45 28 18 8510 9 60 165 0.57 320 80 3.0 0.1 2.7 0.34 0.44 0.51 0.31 0.16 0.086 0.24 Rae-Edzo 160 -42 -44 25 17 8300 10 60 175 0.59 275 80 2.3 0.1 0.36 0.47 0.095 0.057 0.026 0.008 0.036 Tungsten 1340 -49 -51 26 16 7700 10 44 315 0.75 640 40 4.3 0.1 0.34 0.44 0.51 0.31 0.16 0.087 0.24 Wrigley 80 -42 -44 28 18 8050 10 54 220 0.58 350 80 2.8 0.1 0.30 0.39 0.51 0.31 0.15 0.082 0.24 Yellowknife 160 -41 -44 25 17 8170 10 60 175 0.58 275 100 2.2 0.1 0.36 0.47 0.095 0.057 0.026 0.008 0.036

Nunavut Alert 5 -43 -44 13 8 13030 3 22 20 0.95 150 100 2.6 0.1 1.6 0.58 0.75 0.095 0.057 0.027 0.009 0.036 Arctic Bay 15 -42 -44 14 10 11900 3 38 60 0.90 150 160 2.4 0.1 2.1 0.43 0.55 0.16 0.12 0.081 0.028 0.053 Arviat / Eskimo Point

5

-40

-41

22

16

9850

8

65

225

0.85

300

240

3.0

2.9 0.2

0.45

0.58

0.095

0.057

0.026

0.008

0.036

Baker Lake 5 -42 -44 23 15 10700 5 55 160 0.84 260 180 3.4 0.2 2.9 0.42 0.54 0.095 0.057 0.027 0.008 0.036

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4




Elev., m

Design Temperature

Degree- Days

Below 18°C

15 Min. Rain, mm


Ann. Rain, mm

Moist. Index

Ann. Tot. Ppn., mm


Pa, 1/5

Snow Load,

kPa, 1/50

Hourly Wind

Pressures, kPa

Seismic Data (1)

January

July 2.5%

2.5% °C

1% °C

Dry °C

Wet °C Ss Sr

1/10

1/50 Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

PGA

Cambridge Bay/Iqaluktuuttiaq

15

-41

-44

18

13

11670

4

38

70

0.89

140

100

1.9

1.6 0.1

0.42

0.54

0.095

0.057

0.026

0.008

0.036

Chesterfield Inlet/Igluligaarjuk

10

-40

-41

20

14

10500

5

60

175

0.88

270

240

3.6

3.0 0.2

0.43

0.56

0.14

0.077

0.044

0.012

0.048

Clyde River /Kanngiqtugaapik

5

-40

-42

14

10

11300

5

44

55

0.90

225

220

4.2

3.5 0.2

0.56

0.72

0.49

0.32

0.18

0.058

0.24

Coppermine (Kugluktuk)

10

-41

-43

23

16

10300

6

65

140

0.84

150

80

3.4

2.6 0.1

0.36

0.46

0.095

0.057

0.026

0.008

0.036

Coral Harbour /Salliq

15

-41

-42

20

14

10720

5

65

150

0.87

280

200

3.8

0.2

0.54

0.69

0.20

0.10

0.056

0.015

0.10

Eureka 5 -47 -48 12 8 13500 3 27 25 0.95 70 100 1.6 0.1 0.43 0.55 0.29 0.13 0.071 0.022 0.15 Iqaluit 45 -40 -41 17 12 9980 5 58 200 0.86 433 200 2.9 0.2 0.45 0.58 0.12 0.093 0.059 0.020 0.036 Isachsen 10 -46 -48 12 9 13600 3 27 25 0.95 75 140 1.9 0.1 1.6 0.47 0.60 0.36 0.21 0.10 0.034 0.15 Nottingham Island

30

-37

-39

16

13

10000

5

54

175

0.88

325

200

4.7

4.5 0.2

0.60

0.78

0.20

0.10

0.054

0.015

0.10

Rankin Inlet (Kangiqiniq)

10

-41

-42

21

15

10500

5

65

180

0.87

250

240

3.0

0.2

0.47

0.60

0.095

0.057

0.031

0.009

0.036

Resolute 25 -42 -43 11 9 12360 3 27 50 0.93 140 180 2.0 0.1 1.7 0.54 0.69 0.30 0.15 0.083 0.025 0.15 Resolution Island 5 -32 -34 12 10 9000 5 71 240 0.89 550 200 5.5 0.2 5.2 0.95 1.23 0.40 0.21 0.11 0.033 0.20

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Note to Table [A-2] C-2.:

(1) Refer to the Commentary on Design for Seismic Effects in the Structural Commentaries on the National Building Code of Canada 2010 for more detailed data on seismic parameters in selected metropolitan areas.

RATIONALE

Problem The climatic data is outdated.

Justification - Explanation Update the climatic data and revise the Appendix C explanatory material accordingly.

Cost implications The cost impact will be negligible in most areas. In the far north the increases in ground load (which are attributed to the effects of climate change) may result in minor increases in construction costs in the near term but in future these will be more than offset by avoiding the cost of structural failures.


Who is affected Designers, builders


N/A


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Committee: Earthquake Design (2010-08) Last modified: 2014-06-02 Page: 1/43

Proposed Change 879 Code Reference(s): NBC10 Div.B Appendix C Subject: Earthquake Load and Effects — Seismicity Title: Revisions to Appendix C and Table C-2 : Design Data for selected locations

in Canada_ Seismic Data Description: This PCF provides an overview of the changes to NBC seismic hazard

values resulting from new GMPE (Ground Motion Prediction Equations) for most locations in Canada, inclusion of Cascadia subduction source probabilistically to seismic hazard for areas of western Canada and the explicit inclusion of fault sources such as those in Haida Gwaii and the Yukon. It also provides updated values for Seismic Data in Table C-2, Design Values for Selected Locations in Canada, for NBC 2015.

PROPOSED CHANGE

Appendix C Climatic and Seismic Information for Building Design in Canada

Footnote: This Appendix is included for explanatory purposes only and does not form part of the requirements.

Introduction The great diversity of climate in Canada has a considerable effect on the performance of buildings; consequently, building design must reflect this diversity. This Appendix briefly describes how climatic design values are computed and provides recommended design data for a number of cities, towns, and lesser populated locations. Through the use of such data, appropriate allowances can be made for climate variations in different localities of Canada and the National Building Code can be applied nationally. The climatic design data provided in this Appendix are based on weather observations collected by the Atmospheric Environment Service, Environment Canada. The climatic design data have been researched and analyzed for the Canadian Commission on Building and Fire Codes by Environment Canada, and appear at the end of this Appendix in Table C-2., Design Data for Selected Locations in Canada. As it is not practical to list values for all municipalities in Canada, recommended climatic design values for locations not listed can be obtained by contacting the Atmospheric Environment Service, Environment Canada, 4905 Dufferin Street, Downsview, Ontario M3H 5T4, (416) 739-4365. It should be noted, however, that these recommended values may differ from the legal requirements set by provincial, territorial or municipal building authorities. The information on seismic hazard in spectral format has been provided by the Geological Survey of Canada of Natural Resources Canada. Information for municipalities not listed may be obtained through the Natural Resources Canada Web site at www.EarthquakesCanada.ca, or by writing to the Geological Survey of Canada at 7 Observatory Crescent, Ottawa, Ontario K1A 0Y3, or at P.O. Box 6000, Sidney, B.C. V8L 4B2.

General The choice of climatic elements tabulated in this Appendix and the form in which they are expressed have been dictated largely by the requirements for specific values in several sections of the National Building Code of Canada 2010. These elements include the Ground Snow Loads, Wind Pressures, Design Temperatures, Heating Degree-Days, One-Day and 15-Minute Rainfalls, the Annual Total Precipitation values and Seismic Data. The following notes briefly explain the significance of these particular elements in building design, and indicate which weather observations were used and how they were analyzed to yield the required design values. In Table C-2., Design Data for Selected Locations in Canada (referred to in this Appendix as the Table), design weather recommendations and elevations are listed for over 600 locations, which have been chosen based on a variety of reasons. Many incorporated cities and towns with significant populations are included unless located close to larger cities. For sparsely populated areas, many smaller towns and villages are listed. Other locations have been added to the list when the demand for climatic design recommendations at these sites has been significant. The named locations refer to the specific latitude and longitude defined by the Gazetteer of Canada (Natural Resources Canada), available from Publishing and Depository Services Canada, Public Works and Government Services Canada, Ottawa, Ontario K1A 0S5. The elevations are given in metres and refer to heights above sea level. Almost all of the weather observations used in preparing the Table were, of necessity, observed at inhabited locations. To estimate design values for arbitrary locations, the observed or computed values for the weather stations were mapped and interpolated appropriately. Where possible, adjustments have been applied for the influence of elevation and known topographical effects. Such

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influences include the tendency of cold air to collect in depressions, for precipitation to increase with elevation, and for generally stronger winds near large bodies of water. Elevations have been added to the Table because of their potential to significantly influence climatic design values. Since interpolation from the values in the Table to other locations may not be valid due to local and other effects, Environment Canada will provide climatic design element recommendations for locations not listed in the Table. Local effects are particularly significant in mountainous areas, where the values apply only to populated valleys and not to the mountain slopes and high passes, where very different conditions are known to exist.

Changing and Variable Climates Climate is not static. At any location, weather and climatic conditions vary from season to season, year to year, and over longer time periods (climate cycles). This has always been the case. In fact, evidence is mounting that the climates of Canada are changing and will continue to change significantly into future. When estimating climatic design loads, this variability can be considered using appropriate statistical analysis, data records spanning sufficient periods, and meteorological judgement. The analysis generally assumes that the past climate will be representative of the future climate. Past and ongoing modifications to atmospheric chemistry (from greenhouse gas emissions and land use changes) are expected to alter most climatic regimes in the future despite the success of the most ambitious greenhouse gas mitigation plans.(10) Some regions could see an increase in the frequency and intensity of many weather extremes, which will accelerate weathering processes. Consequently, many buildings will need to be designed, maintained and operated to adequately withstand ever changing climatic loads. Similar to global trends, the last decade in Canada was noted as the warmest in instrumented record. Canada has warmed, on average, at almost twice the rate of the global average increase, while the western Arctic is warming at a rate that is unprecedented over the past 400 years.(10) Mounting evidence from Arctic communities indicates that rapid changes to climate in the North have resulted in melting permafrost and impacts from other climate changes have affected nearly every type of built structure. Furthermore, analyses of Canadian precipitation data shows that many regions of the country have, on average, also been tending towards wetter conditions.(10)

In the United States, where the density of climate monitoring stations is greater, a number of studies have found an unambiguous upward trend in the frequency of heavy to extreme precipitation events, with these increases coincident with a general upward trend in the total amount of precipitation. Climate change model results, based on an ensemble of global climate models worldwide, project that future climate warming rates will be greatest in higher latitude countries such as Canada.(11)

January Design Temperatures A building and its heating system should be designed to maintain the inside temperature at some pre-determined level. To achieve this, it is necessary to know the most severe weather conditions under which the system will be expected to function satisfactorily. Failure to maintain the inside temperature at the pre-determined level will not usually be serious if the temperature drop is not great and if the duration is not long. The outside conditions used for design should, therefore, not be the most severe in many years, but should be the somewhat less severe conditions that are occasionally but not greatly exceeded. The January design temperatures are based on an analysis of January air temperatures only. Wind and solar radiation also affect the inside temperature of most buildings and may need to be considered for energy-efficient design. The January design temperature is defined as the lowest temperature at or below which only a certain small percentage of the hourly outside air temperatures in January occur. In the past, a total of 158 stations with records from all or part of the period 1951-66 formed the basis for calculation of the 2.5 and 1% January temperatures. Where necessary, the data were adjusted for consistency. Since most of the temperatures were observed at airports, design values for the core areas of large cities could be 1 or 2°C milder, although the values for the outlying areas are probably about the same as for the airports. No adjustments were made for this urban island heat effect. The design values for the next 20 to 30 years will probably differ from these tabulated values due to year-to-year climate variability and global climate change resulting from the impact of human activities on atmospheric chemistry. The design temperatures were reviewed and updated using hourly temperature observations from 480 stations for a 25-year period up to 2006 with at least 8 years of complete data. These data are consistent with data shown for Canadian locations in the 2009 Handbook of Fundamentals(12) published by the American Society of Heating, Refrigerating, and Air-Conditioning Engineers (ASHRAE). The most recent 25 years of record were used to provide a balance between accounting for trends in the climate and the sampling variation owing to year-to-year variation. The 1% and 2.5% values used for the design conditions represent percentiles of the cumulative frequency distribution of hourly temperatures and correspond to January temperatures that are colder for 8 and 19 hours, respectively, on average over the long term. The 2.5% January design temperature is the value ordinarily used in the design of heating systems. In special cases, when the control of inside temperature is more critical, the 1% value may be used. Other temperature-dependent climatic design parameters may be considered for future issues of this document.

July Design Temperatures A building and its cooling and dehumidifying system should be designed to maintain the inside temperature and humidity at certain pre-determined levels. To achieve this, it is necessary to know the most severe weather conditions under which the system is expected to function satisfactorily. Failure to maintain the inside temperature and humidity at the pre-determined levels will usually not be serious if the increases in temperature and humidity are not great and the duration is not long. The outside conditions used for design

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should, therefore, not be the most severe in many years, but should be the somewhat less severe conditions that are occasionally but not greatly exceeded. The summer design temperatures in this Appendix are based on an analysis of July air temperatures and humidities. Wind and solar radiation also affect the inside temperature of most buildings and may, in some cases, be more important than the outside air temperature. More complete summer and winter design information can be obtained from Environment Canada. The July design dry-bulb and wet-bulb temperatures were reviewed and updated using hourly temperature observations from 480 stations for a 25-year period up to 2006. These data are consistent with data shown for Canadian locations in the 2009 Handbook of Fundamentals(12) published by ASHRAE. As with January design temperatures, data from the most recent 25-year period were analyzed to reflect any recent climatic changes or variations. The 2.5% values used for the dry- and wet-bulb design conditions represent percentiles of the cumulative frequency distribution of hourly dry- and wet-bulb temperatures and correspond to July temperatures that are higher for 19 hours on average over the long term.

Heating Degree-Days The rate of consumption of fuel or energy required to keep the interior of a small building at 21°C when the outside air temperature is below 18°C is roughly proportional to the difference between 18°C and the outside temperature. Wind speed, solar radiation, the extent to which the building is exposed to these elements and the internal heat sources also affect the heat required and may have to be considered for energy-efficient design. For average conditions of wind, radiation, exposure, and internal sources, however, the proportionality with the temperature difference generally still holds. Since the fuel required is also proportional to the duration of the cold weather, a convenient method of combining these elements of temperature and time is to add the differences between 18°C and the mean temperature for every day in the year when the mean temperature is below 18°C. It is assumed that no heat is required when the mean outside air temperature for the day is 18°C or higher. Although more sophisticated computer simulations using other forms of weather data have now almost completely replaced degree- day-based calculation methods for estimating annual heating energy consumption, degree-days remain a useful indicator of relative severity of climate and can form the basis for certain climate-related Code requirements. The degree-days below 18°C were compiled for 1300 stations for the 25-year period ending in 2006. This analysis period is consistent with the one used to derive the design temperatures described above and with the approach used by ASHRAE.(12)

A difference of only one Celsius degree in the mean annual temperature will cause a difference of 250 to 350 in the Celsius degree- days. Since differences of 0.5 of a Celsius degree in the mean annual temperature are quite likely to occur between two stations in the same town, heating degree-days cannot be relied on to an accuracy of less than about 100 degree-days. Heating degree-day values for the core areas of larger cities can be 200 to 400 degree-days less (warmer) than for the surrounding fringe areas. The observed degree-days, which are based on daily temperature observations, are often most representative of rural settings or the fringe areas of cities.

Climatic Data for Energy Consumption Calculations The climatic elements tabulated in this Appendix represent commonly used design values but do not include detailed climatic profiles, such as hourly weather data. Where hourly values of weather data are needed for the purpose of simulating the annual energy consumption of a building, they can be obtained from multiple sources, such as Environment Canada, Natural Resources Canada, the Regional Conservation Authority and other such public agencies that record this information. Hourly weather data are also available from public and private agencies that format this information for use with annual energy consumption simulation software; in some cases, these data have been incorporated into the software.

Snow Loads The roof of a building should be able to support the greatest weight of snow that is likely to accumulate on it in many years. Some observations of snow on roofs have been made in Canada, but not enough to form the basis for estimating roof snow loads throughout the country. Similarly, observations of the weight, or water equivalent, of the snow on the ground have not been available in digital form in the past. The observations of roof loads and water equivalents are very useful, as noted below, but the measured depth of snow on the ground is used to provide the basic information for a consistent set of snow loads. The estimation of the design snow load on a roof from snow depth observations involves the following steps:

1. The depth of snow on the ground, which has an annual probability of exceedance of 1-in-50, is computed. 2. The appropriate unit weight is selected and used to convert snow depth to loads, Ss. 3. The load, Sr, which is due to rain falling on the snow, is computed. 4. Because the accumulation of snow on roofs is often different from that on the ground, adjustments are applied to the ground

snow load to provide a design snow load on a roof. The annual maximum depth of snow on the ground has been assembled for 1618 stations for which data has been recorded by the Atmospheric Environment Service (AES). The period of record used varied from station to station, ranging from 7 to 38 years. These data were analyzed using a Gumbel extreme value distribution fitted using the method of moments(1) as reported by Newark et al.(2)

The resulting values are the snow depths, which have a probability of 1-in-50 of being exceeded in any one year.

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The unit weight of old snow generally ranges from 2 to 5 kN/m3, and it is usually assumed in Canada that 1 kN/m3 is the average for new snow. Average unit weights of the seasonal snow pack have been derived for different regions across the country(3) and an appropriate value has been assigned to each weather station. Typically, the values average 2.01 kN/m3 east of the continental divide (except for 2.94 kN/m3 north of the treeline), and range from 2.55 to 4.21 kN/m3 west of the divide. The product of the 1-in-50 snow depth and the average unit weight of the seasonal snow pack at a station is converted to the snow load (SL) in units of kilopascals (kPa). Except for the mountainous areas of western Canada, the values of the ground snow load at AES stations were normalized assuming a linear variation of the load above sea level in order to account for the effects of topography. They were then smoothed using an uncertainty-weighted moving-area average in order to minimize the uncertainty due to snow depth sampling errors and site-specific variations. Interpolation from analyzed maps of the smooth normalized values yielded a value for each location in the Table, which could then be converted to the listed code values (Ss) by means of an equation in the form:

where b is the assumed rate of change of SL with elevation at the location and Z is the location’s elevation above mean sea level (MSL). Although they are listed in the Table of Design Data to the nearest tenth of a kilopascal, values of Ss typically have an uncertainty of about 20%. Areas of sparse data in northern Canada were an exception to this procedure. In these regions, an analysis was made of the basic SL values. The effects of topography, variations due to local climates, and smoothing were all subjectively assessed. The values derived in this fashion were used to modify those derived objectively. For the mountainous areas of British Columbia, Yukon, and the foothills area of Alberta, a more complex procedure was required to account for the variation of loads with terrain and elevation. Since the AES observational network often does not have sufficient coverage to detail this variability in mountainous areas, additional snow course observations were obtained from the provincial and territorial governments of British Columbia, Yukon, and Alberta. The additional data allowed detailed local analysis of ground snow loads on a valley-by-valley basis. Similar to other studies, the data indicated that snow loads above a critical or reference level increased according to either a linear or quadratic relation with elevation. The determination of whether the increase with elevation was linear or quadratic, the rate of the increase and the critical or reference elevation were found to be specific to the valley and mountain ranges considered. At valley levels below the critical elevation, the loads generally varied less significantly with elevation. Calculated valley- and range-specific regression relations were then used to describe the increase of load with elevation and to normalize the AES snow observations to a critical or reference level. These normalized values were smoothed using a weighted moving-average. Tabulated values cannot be expected to indicate all the local differences in Ss. For this reason, especially in complex terrain areas, values should not be interpolated from the Table for unlisted locations. The values of Ss in the Table apply for the elevation and the latitude and longitude of the location, as defined by the Gazetteer of Canada. Values at other locations can be obtained from Environment Canada. The heaviest loads frequently occur when the snow is wetted by rain, thus the rain load, Sr, was estimated to the nearest 0.1 kPa and is provided in the Table. When values of Sr are added to Ss, this provides a 1-in-50-year estimate of the combined ground snow and rain load. The values of Sr are based on an analysis of about 2100 weather station values of the 1-in-50-year one-day maximum rain amount. This return period is appropriate because the rain amounts correspond approximately to the joint frequency of occurrence of the one-day rain on maximum snow packs. For the purpose of estimating rain on snow, the individual observed one-day rain amounts were constrained to be less than or equal to the snow pack water equivalent, which was estimated by a snow pack accumulation model reported by Bruce and Clark.(4)

The results from surveys of snow loads on roofs indicate that average roof loads are generally less than loads on the ground. The conditions under which the design snow load on the roof may be taken as a percentage of the ground snow load are given in Subsection 4.1.6. of the Code. The Code also permits further decreases in design snow loads for steeply sloping roofs, but requires substantial increases for roofs where snow accumulation may be more rapid due to such factors as drifting. Recommended adjustments are given in the User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

Annual Total Precipitation Total precipitation is the sum in millimetres of the measured depth of rainwater and the estimated or measured water equivalent of the snow (typically estimated as 0.1 of the measured depth of snow, since the average density of fresh snow is about 0.1 that of water). The average annual total precipitation amounts in the Table have been interpolated from an analysis of precipitation observations from 1379 stations for the 30-year period from 1961 to 1990.

Annual Rainfall The total amount of rain that normally falls in one year is frequently used as a general indication of the wetness of a climate, and is therefore included in this Appendix. See also Moisture Index below.

Rainfall Intensity Roof drainage systems are designed to carry off rainwater from the most intense rainfall that is likely to occur. A certain amount of time is required for the rainwater to flow across and down the roof before it enters the gutter or drainage system. This results in the

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smoothing out of the most rapid changes in rainfall intensity. The drainage system, therefore, need only cope with the flow of rainwater produced by the average rainfall intensity over a period of a few minutes, which can be called the concentration time. In Canada, it has been customary to use the 15-minute rainfall that will probably be exceeded on an average of once in 10 years. The concentration time for small roofs is much less than 15 minutes and hence the design intensity will be exceeded more frequently than once in 10 years. The safety factors in the National Plumbing Code of Canada 2010 will probably reduce the frequency to a reasonable value and, in addition, the occasional failure of a roof drainage system will not be particularly serious in most cases. The rainfall intensity values were updated for the 2010 edition of the Code using observations of annual maximum 15-minute rainfall amounts from 485 stations with 10 or more years of record, including data up to 2007 for some stations. Ten-year return period values—the 15-minute rainfall having a probability of 1-in-10 of being exceeded in any year— were calculated by fitting the annual maximum values to the Gumbel extreme value distribution(1) using the method of moments. The updated values are compiled from the most recent short-duration rainfall intensity-duration-frequency (IDF) graphs and tables available from Environment Canada. It is very difficult to estimate the pattern of rainfall intensity in mountainous areas, where precipitation is extremely variable and rainfall intensity can be much greater than in other types of areas. Many of the observations for these areas were taken at locations in valley bottoms or in extensive, fairly level areas.

One-Day Rainfall If for any reason a roof drainage system becomes ineffective, the accumulation of rainwater may be great enough in some cases to cause a significant increase in the load on the roof. In previous editions of this information, it had been common practice to use the maximum one-day rainfall ever observed for estimating the additional load. Since the length of record for weather stations in Canada is quite variable, the maximum one-day rainfall amounts in previous editions often reflected the variable length of record at nearby stations as much as the climatology. As a result, the maximum values often differed greatly within relatively small areas where little difference should be expected. The current values have been standardized to represent the one-day rainfall amounts that have 1 chance in 50 of being exceeded in any one year or the 1-in-50-year return value one-day rainfalls. The one-day rainfall values were updated using daily rainfall observations from more than 3500 stations with 10 years or more of record, including data up to 2008 for some stations. The 50-year return period values were calculated by fitting the annual maximum one-day rainfall observations to the Gumbel extreme value distribution using the method of moments.(1)

Rainfall frequency observations can vary considerably over time and space. This is especially true for mountainous areas, where elevation effects can be significant. In other areas, small-scale intense storms or local influences can produce significant spatial variability in the data. As a result, the analysis incorporates some spatial smoothing.

Moisture Index (MI) Moisture index (MI) values were developed through the work of a consortium that included representatives from industry and researchers from the Institute for Research in Construction at NRC.10 The MI is an indicator of the moisture load imposed on a building by the climate and is used in Part 9 to define the minimum levels of protection from precipitation to be provided by cladding assemblies on exterior walls. It must be noted, in using MI values to determine the appropriate levels of protection from precipitation, that weather conditions can vary markedly within a relatively small geographical area. Although the values provided in the Table give a good indication of the average conditions within a particular region, some caution must be exercised when applying them to a locality that is outside the region where the weather station is located. MI is calculated from a wetting index (WI) and a drying index (DI).

Wetting Index (WI) To define, quantitatively, the rainwater load on a wall, wind speed and wind direction have to be taken into consideration in addition to rainfall, along with factors that can affect exposure, such as nearby buildings, vegetation and topography. Quantitative determination of load, including wind speed and wind direction, can be done. However, due to limited weather data, it is not currently possible to provide this information for most of the locations identified in the Table. This lack of information, however, has been shown to be non-critical for the purpose of classifying locations in terms of severity of rain load. The results of the research indicated that simple annual rainfall is as good an indicator as any for describing rainwater load. That is to say, for Canadian locations, and especially once drying is accounted for, the additional sensitivity provided by hourly directional rainfall values does not have a significant effect on the order in which locations appear when listed from wet to dry. Consequently, the wetting index (WI) is based on annual rainfall and is normalized based on 1000 mm.

Drying Index (DI) Temperature and relative humidity together define the drying capacity of ambient air. Based on simple psychrometrics, values were derived for the locations listed in the Table using annual average drying capacity normalized based on the drying capacity at Lytton, B.C. The resultant values are referred to as drying indices (DI).

Determination of Moisture Index (MI) The relationship between WI and DI to correctly define moisture loading on a wall is not known. The MI values provided in the Table are based on the root mean square values of WI and 1-DI, with those values equally weighted. This is illustrated in Figure C-1. The

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resultant MI values are sufficiently consistent with industry’s understanding of climate severity with respect to moisture loading as to allow limits to be identified for the purpose of specifying where additional protection from precipitation is required.

Figure [C-1] C-1 Derivation of moisture index (MI) based on normalized values for wetting index (WI) and drying index (DI)

Note to Figure C-1: (1) MI equals the hypotenuse of the triangle defined by WIN and 1-DIN

Driving Rain Wind Pressure (DRWP) The presence of rainwater on the face of a building, with or without wind, must be addressed in the design and construction of the building envelope so as to minimize the entry of water into the assembly. Wind pressure on the windward faces of a building will promote the flow of water through any open joints or cracks in the facade. Driving rain wind pressure (DRWP) is the wind load that is coincident with rain, measured or calculated at a height of 10 m. The values provided in the Table represent the loads for which there is 1 chance in 5 of being reached or exceeded in any one year, or a

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probability of 20% within any one year. Approximate adjustments for height can be made using the values for Ce given in Sentence 4.1.7.1.(5) as a multiplier. Because of inaccuracies in developing the DRWP values related to the averaging of extreme wind pressures, the actual heights of recording anemometers, and the use of estimated rather than measured rainfall values, the values are considered to be higher than actual loads(9) Thus the actual probability of reaching or exceeding the DRWP in a particular location is less than 20% per year and these values can be considered to be conservative. DRWP can be used to determine the height to which wind will drive rainwater up enclosed vertical conduits. This provides a conservative estimate of the height needed for fins in window extrusions and end dams on flashings to control water ingress. This height can be calculated as:

Note that the pressure difference across the building envelope may be augmented by internal pressures induced in the building interior by the wind. These additional pressures can be estimated using the information provided in the Commentary entitled Wind Load and Effects of the User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B).

Wind Effects All structures need to be designed to ensure that the main structural system and all secondary components, such as cladding and appurtenances, will withstand the pressures and suctions caused by the strongest wind likely to blow at that location in many years. Some flexible structures, such as tall buildings, slender towers and bridges, also need to be designed to minimize excessive wind- induced oscillations or vibrations. At any time, the wind acting upon a structure can be treated as a mean or time-averaged component and as a gust or unsteady component. For a small structure, which is completely enveloped by wind gusts, it is only the peak gust velocity that needs to be considered. For a large structure, the wind gusts are not well correlated over its different parts and the effects of individual gusts become less significant. The User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B) evaluates the mean pressure acting on a structure, provide appropriate adjustments for building height and exposure and for the influence of the surrounding terrain and topography (including wind speed-up for hills), and then incorporate the effects of wind gusts by means of the gust factor, which varies according to the type of structure and the size of the area over which the pressure acts. The wind speeds and corresponding velocity pressures used in the Code are regionally representative or reference values. The reference wind speeds are nominal one-hour averages of wind speeds representative of the 10 m height in flat open terrain corresponding to Exposure A or open terrain in the terminology of the User’s Guide – NBC 2010, Structural Commentaries (Part 4 of Division B). The reference wind speeds and wind velocity pressures are based on long-term wind records observed at a large number of weather stations across Canada. Reference wind velocity pressures in previous versions of the Code since 1961 were based mostly on records of hourly averaged wind speeds (i.e. the number of miles of wind passing an anemometer in an hour) from over 100 stations with 10 to 22 years of observations ending in the 1950s. The wind pressure values derived from these measurements represented true hourly wind pressures. The reference wind velocity pressures were reviewed and updated for the 2010 edition of the Code. The primary data set used for the analysis comprised wind records compiled from about 135 stations with hourly averaged wind speeds and from 465 stations with aviation (one- or two-minute average) speeds or surface weather (ten-minute average) speeds observed once per hour at the top of the hour; the periods of record used ranged from 10 to 54 years. In addition, peak wind gust records from 400 stations with periods of record ranging from 10 to 43 years were used. Peak wind gusts (gust durations of approximately 3 to 7 seconds) were used to supplement the primary once-per-hour observations in the analysis. Several steps were involved in updating the reference wind values. Where needed, speeds were adjusted to represent the standard anemometer height above ground of 10 m. The data from years when the anemometer at a station was installed on the top of a lighthouse or building were eliminated from the analysis since it is impractical to adjust for the effects of wind flow over the structure. (Most anemometers were moved to 10 m towers by the 1960s.) Wind speeds of the various observation types—hourly averaged, aviation, surface weather and peak wind gust—were adjusted to account for different measure durations to represent a one-hour averaging period and to account for differences in the surface roughness of flat open terrain at observing stations.

The annual maximum wind speed data was fitted to the Gumbel distribution using the method of moments(1) to calculate hourly wind speeds having the annual probability of occurrence of 1-in-10 and 1-in-50 (10-year and 50-year return periods). The values were plotted on maps, then analyzed and abstracted for the locations in Table C-2.. The wind velocity pressures, q, were calculated in Pascals using the following equation:

where ρ is an average air density for the windy months of the year and V is wind speed in metres per second. While air density depends on both air temperature and atmospheric pressure, the density of dry air at 0°C and standard atmospheric pressure of 1.2929 kg/m3 was

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used as an average value for the wind pressure calculations. As explained by Boyd(6), this value is within 10% of the monthly average air densities for most of Canada in the windy part of the year. As a result of the updating procedure, the 1-in-50 reference wind velocity pressures remain unchanged for most of the locations listed in Table C-2.; both increases and decreases were noted for the remaining locations. Many of the decreases resulted from the fact that anemometers at most of the stations used in the previous analysis were installed on lighthouses, airport hangers and other structures. Wind speeds on the tops of buildings are often much higher compared to those registered by a standard 10 m tower. Eliminating anemometer data recorded on the tops of buildings from the analysis resulted in lower values at several locations. Hourly wind speeds that have 1 chance in 10 and 50

Footnote: Wind speeds that have a one-in-”n”-year chance of being exceeded in any year can be computed from the one- in-10 and one-in-50 return values in the Table using the following equation:

of being exceeded in any one year were analyzed using the Gumbel extreme value distribution fitted using the method of moments with correction for sample size. Values of the 1-in-30-year wind speeds for locations in the Table were estimated from a mapping analysis of wind speeds. The 1-in-10- and 1-in-50-year speeds were then computed from the 1-in-30-year speeds using a map of the dispersion parameter that occurs in the Gumbel analysis.(1)

Table C-1. has been arranged to give pressures to the nearest one-hundredth of a kPa and their corresponding wind speeds. The value of “q” in kPa is assumed to be equal to 0.00064645 V2, where V is given in m/s.

Table [A-1] C-1. Wind Speeds

q V q V q V q V


0.15 15.2 0.53 28.6 0.91 37.5 1.29 44.7 0.16 15.7 0.54 28.9 0.92 37.7 1.30 44.8 0.17 16.2 0.55 29.2 0.93 37.9 1.31 45.0 0.18 16.7 0.56 29.4 0.94 38.1 1.32 45.2 0.19 17.1 0.57 29.7 0.95 38.3 1.33 45.4 0.20 17.6 0.58 30.0 0.96 38.5 1.34 45.5 0.21 18.0 0.59 30.2 0.97 38.7 1.35 45.7 0.22 18.4 0.60 30.5 0.98 38.9 1.36 45.9 0.23 18.9 0.61 30.7 0.99 39.1 1.37 46.0 0.24 19.3 0.62 31.0 1.00 39.3 1.38 46.2 0.25 19.7 0.63 31.2 1.01 39.5 1.39 46.4 0.26 20.1 0.64 31.5 1.02 39.7 1.40 46.5 0.27 20.4 0.65 31.7 1.03 39.9 1.41 46.7 0.28 20.8 0.66 32.0 1.04 40.1 1.42 46.9 0.29 21.2 0.67 32.2 1.05 40.3 1.43 47.0 0.30 21.5 0.68 32.4 1.06 40.5 1.44 47.2 0.31 21.9 0.69 32.7 1.07 40.7 1.45 47.4 0.32 22.2 0.70 32.9 1.08 40.9 1.46 47.5

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q V q V q V q V


0.33 22.6 0.71 33.1 1.09 41.1 1.47 47.7 0.34 22.9 0.72 33.4 1.10 41.3 1.48 47.8 0.35 23.3 0.73 33.6 1.11 41.4 1.49 48.0 0.36 23.6 0.74 33.8 1.12 41.6 1.50 48.2 0.37 23.9 0.75 34.1 1.13 41.8 1.51 48.3 0.38 24.2 0.76 34.3 1.14 42.0 1.52 48.5 0.39 24.6 0.77 34.5 1.15 42.2 1.53 48.6 0.40 24.9 0.78 34.7 1.16 42.4 1.54 48.8 0.41 25.2 0.79 35.0 1.17 42.5 1.55 49.0 0.42 25.5 0.80 35.2 1.18 42.7 1.56 49.1 0.43 25.8 0.81 35.4 1.19 42.9 1.57 49.3 0.44 26.1 0.82 35.6 1.20 43.1 1.58 49.4 0.45 26.4 0.83 35.8 1.21 43.3 1.59 49.6 0.46 26.7 0.84 36.0 1.22 43.4 1.60 49.7 0.47 27.0 0.85 36.3 1.23 43.6 1.61 49.9 0.48 27.2 0.86 36.5 1.24 43.8 1.62 50.1 0.49 27.5 0.87 36.7 1.25 44.0 1.63 50.2 0.50 27.8 0.88 36.9 1.26 44.1 1.64 50.4 0.51 28.1 0.89 37.1 1.27 44.3 1.65 50.5 0.52 28.4 0.90 37.3 1.28 44.5 1.66 50.7

Seismic Hazard The parameters used to represent seismic hazard for specific geographical locations are the 5%-damped horizontal spectral acceleration values for 0.2, 0.5, 1.0, and 2.0, 5.0 and 10.0 second periods, and the horizontal Peak Ground Acceleration (PGA) value that have and the horizontal Peak Ground Velocity (PGV), with all values given for a 2% probability of being exceeded in 50 years. The foursix spectral parameters are deemed sufficient to define spectra closely matching the shape of the Uniform Hazard Spectra (UHS). Hazard values are 50th percentile (median) values based on a statistical analysis of the earthquakes that have been experienced in Canada and adjacent regions.(13)(14)(15)(16) The median was chosen over the mean because the mean is affected by the amount of epistemic uncertainty incorporated into the analysis. It is the view of the Geological Survey of Canada and the members of the Standing Committee on Earthquake Design that the estimation of the epistemic uncertainty is still too incomplete to adopt into the Code.Hazard values are mean values based on a statistical analysis of the earthquakes that have been experienced in Canada and adjacent regions.(13) The seismic hazard values were updated for the 2015 edition of the Code by updating the earthquake catalogue, revising the seismic source zones, adding fault sources for the Cascadia subduction zone and certain other active faults, revising the Ground Motion Prediction Equations (GMPEs),(14) and using a probabilistic model to combine all inputs. The seismic hazard values were updated for the 2010 edition of the Code by replacing the quadratic fit that generated the NBC 2005 values with a newly developed 8-parameter fit to the ground motion relations used for earthquakes in eastern, central and north-eastern Canada. In 2005, it was recognized that, while the quadratic fit provided a good approximation in the high-hazard zones, it was rather conservative at short periods, but not at long periods, for the low-hazard zones; however, as the design values are small in the low- hazard zones, the approximation was accepted. The 8-parameter fit gives a good fit across all zones. In general, PGA and short-period spectral values are reduced, while long-period values are increased. The 2010 values have the following engineering implications: geotechnical design levels (based on PGA values) are reduced, the design forces for short-period buildings are reduced, and the design forces for tall buildings are increased. Since zones of low seismicity cover a large part of the country, the seismic information for about

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550 of the 650 localities listed in Table C-2. has changed (often in a minor way); only some western localities are unaffected.For most locations, the new GMPEs are the most significant reason for changes in the hazard results from the NBC 2010. One exception is for areas of western Canada for which adding the Cascadia subduction source contribution to the model probabilistically causes the most significant change. In general, in locations in eastern Canada, the seismic hazard at long periods has increased while the seismic hazard at short periods has decreased—in some places significantly. In locations in western Canada, the seismic hazard at long periods has increased significantly for areas affected by the Cascadia interface. In other areas, the explicit inclusion of fault sources, such as those in Haida Gwaii and the Yukon, has also affected the estimated hazard. Further details regarding the representation of seismic hazard can be found in the Commentary on Design for Seismic Effects in the User’s Guide – NBC 20102015, Structural Commentaries (Part 4 of Division B).

References (1) Lowery, M.D. and Nash, J.E., A comparison of methods of fitting the double exponential distribution. J. of Hydrology, 10 (3),

pp. 259–275, 1970. (2) Newark, M.J., Welsh, L.E., Morris, R.J. and Dnes, W.V. Revised Ground Snow Loads for the 1990 NBC of Canada. Can. J. Civ.

Eng., Vol. 16, No. 3, June 1989. (3) Newark, M.J. A New Look at Ground Snow Loads in Canada. Proceedings, 41st Eastern Snow Conference, Washington, D.C.,

Vol. 29, pp. 59-63, 1984. (4) Bruce, J.P. and Clark, R.H. Introduction to Hydrometeorology. Pergammon Press, London, 1966. (5) Yip, T.C. and Auld, H. Updating the 1995 National Building Code of Canada Wind Pressures. Proceedings, Electricity '93

Engineering and Operating Conference, Montreal, paper 93-TR-148. (6) Boyd, D.W. Variations in Air Density over Canada. National Research Council of Canada, Division of Building Research,

Technical Note No. 486, June 1967. (7) Basham, P.W. et al. New Probabilistic Strong Seismic Ground Motion Source Maps of Canada: a Compilation of Earthquake

Source Zones, Methods and Results. Earth Physics Branch Open File Report 82-33, p. 205, 1982. (8) Skerlj, P.F. and Surry, D. A Critical Assessment of the DRWPs Used in CAN/CSA-A440-M90. Tenth International Conference

on Wind Engineering, Wind Engineering into the 21st Century, Larsen, Larose & Livesay (eds), 1999 Balkema, Rotterdam, ISBN 90 5809 059 0.

(9) Cornick, S., Chown, G.A., et al. Committee Paper on Defining Climate Regions as a Basis for Specifying Requirements for Precipitation Protection for Walls. Institute for Research in Construction, National Research Council, Ottawa, April 2001.

(10) Environment Canada, Climate Trends and Variation Bulletin: Annual 2007, 2008. (11) Intergovernmental Panel on Climate Change (IPCC), Climate Change 2007: The Physical Science Basis. Contribution of

Working Group I to the Fourth Assessment Report of the Intergovernmental Panel on Climate Change. S. Solomon, D. Qin, M. Manning, Z. Chen, M. Marquis, K.B. Averyt, M. Tignor and H.L. Miller (Eds.). Cambridge University Press, Cambridge, United Kingdom and New York, NY, USA, 996 pp., 2007.

(12) American Society of Heating, Refrigerating, and Air-conditioning Engineers, Handbook of Fundamentals, Chapter 14 – Climatic Design Information, Atlanta, GA, 2009.

(13) Adams, J. and Halchuk, S. Fourth generation seismic hazard maps of Canada: Values for Canadian localities in the 2010 National Building Code of Canada. Geological Survey of Canada Open File, 2009.Adams, J., Halchuk, S., Allen, T.I., and Rogers, G.C. Fifth Generation seismic hazard model and values for the 2015 National Building Code of Canada. Geological Survey of Canada Open File, 2014.

(14) Halchuk, S. and Adams, J. Fourth generation seismic hazard maps of Canada: Maps and grid values to be used with the 2010 National Building Code of Canada. Geological Survey of Canada Open File, 2009.Atkinson, G. M., and Adams, J. Ground motion prediction equations for application to the 2015 Canadian national seismic hazard maps, Can. J. Civ. Eng. 40, 988–998, 2013.

(15) Adams, J. and Atkinson, G.M. Development of Seismic Hazard Maps for the 2005 National Building Code of Canada. Canadian Journal of Civil Engineering 2003; 30: 255-271.

(16) Heidebrecht, A.C. Overview of seismic provisions of the proposed 2005 edition of the National Building Code of Canada. Canadian Journal of Civil Engineering 2003; 30: 241-254.

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Table [A-2] C-2. Design Data for Selected Locations in Canada


Climatic Data

Seismic Data (1)

Sa Sa(0.2) (0.2) Sa Sa(0.5) (0.5) Sa Sa(1.0) (1.0) Sa Sa(2.0)(2.0) Sa(5.0) 0.2) Sa(10.0)

PGA

PGA PGV

British Columbia

...

0.28 0.140

0.17 0.113

0.099 0.083

0.058 0.058

0.027

0.0080

0.14 0.064

0.109

100 Mile House Abbotsford 0.701 0.99 0.597 0.66 0.350 0.32 0.215 0.17 0.071 0.025 0.306 0.49 0.445 Agassiz 0.457 0.67 0.384 0.50 0.244 0.29 0.157 0.16 0.057 0.020 0.206 0.32 0.306 Alberni 0.955 0.75 0.915 0.55 0.594 0.30 0.373 0.16 0.124 0.044 0.434 0.35 0.683 Ashcroft 0.198 0.33 0.160 0.26 0.115 0.16 0.078 0.093 0.034 0.011 0.092 0.16 0.149 Bamfield 1.44 1.1 1.35 0.89 0.871 0.45 0.525 0.20 0.167 0.059 0.682 0.49 0.931 Beatton River 0.132 0.095 0.083 0.057 0.049 0.026 0.026 0.014 0.0083 0.0037 0.079 0.036 0.056 Bella Bella 0.208 0.38 0.232 0.25 0.187 0.14 0.129 0.081 0.049 0.017 0.103 0.18 0.286 Bella Coola 0.163 0.38 0.172 0.24 0.143 0.13 0.105 0.075 0.043 0.014 0.083 0.18 0.225 Burns Lake 0.095 0.095 0.080 0.062 0.066 0.043 0.052 0.028 0.024 0.0076 0.043 0.046 0.111 Cache Creek 0.195 0.33 0.157 0.25 0.112 0.16 0.077 0.091 0.034 0.010 0.090 0.16 0.148 Campbell River 0.595 0.63 0.582 0.46 0.408 0.28 0.265 0.15 0.094 0.034 0.283 0.28 0.487 Carmi 0.141 0.28 0.120 0.17 0.090 0.090 0.062 0.053 0.028 0.0086 0.065 0.14 0.111 Castlegar 0.129 0.27 0.100 0.16 0.074 0.081 0.048 0.045 0.022 0.0069 0.058 0.14 0.085 Chetwynd 0.176 0.24 0.121 0.14 0.068 0.064 0.033 0.035 0.013 0.0045 0.082 0.12 0.071 Chilliwack 0.539 0.76 0.448 0.52 0.277 0.30 0.174 0.16 0.062 0.021 0.242 0.36 0.347 Comox 0.685 0.66 0.662 0.49 0.455 0.29 0.292 0.16 0.102 0.036 0.317 0.30 0.538 Courtenay 0.692 0.65 0.670 0.48 0.461 0.28 0.296 0.16 0.104 0.037 0.321 0.30 0.545 Cranbrook 0.170 0.27 0.138 0.16 0.089 0.080 0.047 0.045 0.018 0.0062 0.075 0.14 0.085

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Crescent Valley 0.130 0.27 0.101 0.16 0.073 0.081 0.047 0.045 0.021 0.0067 0.058 0.14 0.082 Crofton 1.13 1.1 1.04 0.74 0.598 0.37 0.358 0.18 0.111 0.039 0.491 0.54 0.754 Dawson Creek 0.150 0.11 0.098 0.070 0.055 0.035 0.026 0.021 0.0080 0.0032 0.080 0.063 0.059 Dease Lake 0.103 0.095 0.091 0.063 0.074 0.048 0.049 0.032 0.017 0.0067 0.044 0.046 0.078 Dog Creek 0.172 0.32 0.140 0.25 0.102 0.15 0.071 0.088 0.032 0.0098 0.079 0.16 0.140 Duncan 1.17 1.1 1.09 0.74 0.631 0.37 0.378 0.18 0.118 0.042 0.513 0.54 0.786 Elko 0.217 0.27 0.174 0.16 0.108 0.080 0.053 0.045 0.019 0.0066 0.098 0.14 0.101 Fernie 0.234 0.27 0.175 0.16 0.106 0.078 0.052 0.044 0.019 0.0065 0.106 0.14 0.101 Fort Nelson 0.141 0.095 0.103 0.057 0.068 0.034 0.036 0.022 0.012 0.0049 0.081 0.040 0.071 Fort St. John 0.145 0.096 0.094 0.061 0.053 0.032 0.026 0.019 0.0077 0.0032 0.079 0.054 0.058 Glacier 0.206 0.27 0.142 0.16 0.081 0.078 0.044 0.044 0.018 0.0058 0.093 0.13 0.083 Gold River 1.01 0.80 0.988 0.64 0.664 0.33 0.413 0.15 0.135 0.048 0.466 0.35 0.743 Golden 0.263 0.26 0.174 0.15 0.094 0.075 0.046 0.041 0.017 0.0056 0.120 0.13 0.095 Grand Forks 0.133 0.27 0.108 0.17 0.082 0.083 0.056 0.047 0.026 0.0079 0.061 0.14 0.101 Greenwood 0.136 0.27 0.113 0.17 0.085 0.085 0.059 0.049 0.027 0.0082 0.063 0.14 0.105 Hope 0.363 0.63 0.304 0.47 0.201 0.28 0.131 0.15 0.051 0.017 0.167 0.29 0.251 Jordan River 1.40 0.99 1.31 0.78 0.817 0.40 0.495 0.17 0.157 0.055 0.639 0.47 0.923 Kamloops 0.146 0.28 0.123 0.17 0.091 0.10 0.064 0.061 0.029 0.0087 0.067 0.14 0.117 Kaslo 0.142 0.27 0.109 0.16 0.073 0.080 0.043 0.045 0.019 0.0062 0.063 0.14 0.076 Kelowna 0.143 0.28 0.122 0.17 0.091 0.094 0.063 0.056 0.029 0.0087 0.066 0.14 0.115 Kimberley 0.165 0.27 0.130 0.16 0.084 0.079 0.045 0.044 0.018 0.0060 0.073 0.14 0.080 Kitimat Plant 0.161 0.37 0.167 0.24 0.137 0.13 0.096 0.073 0.036 0.012 0.080 0.18 0.224 Kitimat Townsite 0.161 0.37 0.167 0.24 0.137 0.13 0.096 0.073 0.036 0.012 0.080 0.18 0.224

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Ladysmith 1.10 1.1 1.02 0.72 0.587 0.36 0.353 0.18 0.110 0.039 0.482 0.53 0.738 Langford 1.32 1.2 1.19 0.79 0.697 0.37 0.415 0.18 0.130 0.045 0.590 0.58 0.852 Lillooet 0.285 0.60 0.214 0.44 0.145 0.26 0.096 0.14 0.040 0.013 0.132 0.27 0.188 Lytton 0.292 0.60 0.228 0.44 0.155 0.26 0.103 0.14 0.042 0.013 0.136 0.27 0.197 Mackenzie 0.165 0.23 0.117 0.13 0.066 0.061 0.036 0.034 0.015 0.0052 0.074 0.12 0.078 Masset 0.791 0.53 0.744 0.39 0.496 0.30 0.283 0.16 0.083 0.029 0.364 0.26 0.632 McBride 0.253 0.27 0.165 0.16 0.089 0.076 0.044 0.042 0.018 0.0056 0.117 0.14 0.097 McLeod Lake 0.153 0.18 0.110 0.10 0.064 0.051 0.037 0.029 0.016 0.0053 0.068 0.095 0.078 Merritt 0.211 0.34 0.175 0.26 0.125 0.16 0.085 0.094 0.037 0.011 0.098 0.17 0.160 Mission City 0.644 0.93 0.550 0.63 0.327 0.31 0.204 0.17 0.069 0.024 0.283 0.46 0.419 Montrose 0.129 0.27 0.102 0.16 0.075 0.081 0.049 0.045 0.022 0.0069 0.058 0.14 0.086 Nakusp 0.135 0.27 0.102 0.16 0.070 0.080 0.045 0.045 0.020 0.0063 0.060 0.14 0.079 Nanaimo 1.02 1.0 0.942 0.69 0.542 0.35 0.328 0.18 0.104 0.037 0.446 0.50 0.684 Nelson 0.131 0.27 0.103 0.16 0.073 0.080 0.046 0.045 0.020 0.0065 0.058 0.14 0.080 Ocean Falls 0.180 0.38 0.199 0.25 0.163 0.14 0.117 0.078 0.046 0.015 0.091 0.18 0.258 Osoyoos 0.175 0.29 0.150 0.19 0.110 0.12 0.075 0.071 0.033 0.010 0.081 0.14 0.138 Parksville 0.917 0.86 0.859 0.61 0.519 0.32 0.322 0.17 0.106 0.038 0.405 0.42 0.639 Penticton 0.159 0.28 0.138 0.18 0.101 0.11 0.070 0.065 0.031 0.0096 0.074 0.14 0.129 Port Alberni 0.987 0.76 0.946 0.57 0.614 0.30 0.383 0.16 0.126 0.045 0.450 0.36 0.702 Port Alice 1.60 0.65 1.27 0.43 0.759 0.24 0.412 0.14 0.128 0.042 0.689 0.28 0.868 Port Hardy 0.700 0.43 0.659 0.31 0.447 0.17 0.272 0.10 0.091 0.032 0.320 0.20 0.543 Port McNeill 0.711 0.43 0.678 0.36 0.464 0.19 0.285 0.10 0.096 0.034 0.326 0.20 0.557 Port Renfrew 1.44 1.0 1.35 0.81 0.850 0.41 0.511 0.18 0.162 0.057 0.668 0.45 0.939

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Powell River 0.595 0.67 0.556 0.49 0.373 0.29 0.242 0.16 0.086 0.031 0.273 0.31 0.457 Prince George 0.113 0.13 0.089 0.079 0.059 0.040 0.040 0.026 0.019 0.0059 0.049 0.070 0.079 Prince Rupert 0.246 0.38 0.269 0.25 0.209 0.15 0.135 0.086 0.046 0.016 0.117 0.18 0.314 Princeton 0.259 0.42 0.209 0.31 0.144 0.19 0.096 0.11 0.040 0.012 0.121 0.20 0.182 Qualicum Beach 0.888 0.82 0.838 0.58 0.517 0.31 0.323 0.17 0.108 0.038 0.395 0.39 0.629 Queen Charlotte City 1.62 0.62 1.37 0.57 0.842 0.46 0.452 0.24 0.124 0.041 0.757 0.33 0.989 Quesnel 0.105 0.27 0.088 0.16 0.065 0.075 0.047 0.041 0.022 0.0069 0.047 0.13 0.091 Revelstoke 0.145 0.27 0.109 0.16 0.070 0.080 0.043 0.045 0.019 0.0062 0.064 0.14 0.078 Salmon Arm 0.131 0.27 0.104 0.16 0.075 0.082 0.052 0.046 0.024 0.0073 0.059 0.14 0.093 Sandspit 1.31 0.56 1.16 0.48 0.724 0.40 0.396 0.20 0.110 0.036 0.603 0.29 0.868 Sechelt 0.828 0.87 0.745 0.61 0.434 0.33 0.265 0.17 0.086 0.030 0.363 0.43 0.555 Sidney 1.23 1.2 1.10 0.80 0.630 0.37 0.371 0.19 0.115 0.040 0.545 0.60 0.790 Smith River 0.705 0.51 0.447 0.31 0.234 0.15 0.100 0.086 0.028 0.0096 0.354 0.25 0.255 Smithers 0.100 0.11 0.090 0.080 0.076 0.053 0.058 0.034 0.025 0.0082 0.047 0.059 0.134 Sooke 1.34 1.1 1.24 0.75 0.752 0.36 0.456 0.18 0.144 0.050 0.605 0.53 0.885 Squamish 0.600 0.72 0.517 0.52 0.314 0.30 0.200 0.16 0.069 0.024 0.266 0.33 0.404 Stewart 0.139 0.30 0.132 0.19 0.111 0.11 0.078 0.063 0.029 0.010 0.068 0.15 0.180 Tahsis 1.35 0.87 1.19 0.69 0.767 0.36 0.456 0.16 0.144 0.050 0.622 0.38 0.852 Taylor 0.143 0.095 0.093 0.060 0.052 0.031 0.025 0.018 0.0076 0.0031 0.079 0.053 0.058 Terrace 0.146 0.34 0.145 0.21 0.120 0.11 0.085 0.065 0.032 0.011 0.072 0.16 0.200 Tofino 1.46 1.2 1.36 0.94 0.891 0.48 0.536 0.21 0.170 0.060 0.695 0.52 0.945 Trail 0.129 0.27 0.101 0.16 0.075 0.081 0.050 0.045 0.022 0.0070 0.058 0.14 0.087 Ucluelet 1.48 1.2 1.38 0.94 0.897 0.48 0.539 0.21 0.171 0.060 0.708 0.53 0.949

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Vancouver Region

0.93

0.768

0.63

0.673

0.32

0.386

0.17

0.236

0.076

0.027

0.46

0.333

0.500

Burnaby (Simon Fraser Univ.) Cloverdale 0.800 1.1 0.702 0.72 0.400 0.33 0.243 0.17 0.077 0.027 0.347 0.54 0.519 Haney 0.691 0.97 0.602 0.65 0.352 0.32 0.217 0.17 0.071 0.025 0.301 0.48 0.452 Ladner 0.924 1.1 0.827 0.73 0.461 0.35 0.276 0.18 0.085 0.030 0.399 0.54 0.601 Langley 0.772 1.1 0.674 0.71 0.387 0.33 0.236 0.17 0.076 0.027 0.335 0.53 0.500 New Westminster 0.800 0.99 0.704 0.66 0.401 0.33 0.244 0.17 0.077 0.027 0.347 0.49 0.522 North Vancouver 0.794 0.88 0.699 0.61 0.399 0.33 0.243 0.17 0.077 0.027 0.345 0.44 0.518 Richmond 0.885 1.0 0.787 0.68 0.443 0.34 0.266 0.18 0.083 0.029 0.383 0.50 0.578 Surrey (88 Ave & 156 St.)

1.0 0.786

0.69 0.690

0.33 0.394

0.17 0.240

0.076

0.027

0.52 0.341

0.511

Vancouver (City Hall)

0.94 0.848

0.64 0.751

0.33 0.425

0.17 0.257

0.080

0.029

0.46 0.369

0.553

Vancouver (Granville & 41 Ave)

0.95 0.863

0.65 0.765

0.34 0.432

0.17 0.261

0.081

0.029

0.47 0.375

0.563

West Vancouver 0.818 0.88 0.721 0.62 0.410 0.33 0.250 0.17 0.079 0.028 0.356 0.43 0.534 Vernon 0.133 0.27 0.108 0.17 0.080 0.083 0.056 0.047 0.025 0.0077 0.061 0.14 0.099 Victoria Region

Victoria (Gonzales Hts)

1.2 1.30

0.82 1.15

0.38 0.668

0.19 0.394

0.123

0.043

0.61 0.576

0.829

Victoria (Mt Tolmie)

1.2 1.29

0.82 1.14

0.38 0.662

0.19 0.390

0.121

0.042

0.61 0.573

0.824

Victoria 1.30 1.2 1.16 0.82 0.676 0.38 0.399 0.18 0.125 0.044 0.580 0.61 0.834 Whistler 0.438 0.63 0.357 0.47 0.233 0.28 0.152 0.16 0.058 0.020 0.203 0.29 0.296

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

White Rock 0.868 1.1 0.765 0.76 0.432 0.35 0.260 0.18 0.081 0.029 0.376 0.57 0.562 Williams Lake 0.136 0.28 0.110 0.16 0.081 0.096 0.057 0.056 0.027 0.0080 0.062 0.14 0.110 Youbou 1.20 1.0 1.13 0.69 0.678 0.35 0.414 0.18 0.131 0.046 0.536 0.50 0.816

Alberta

0.095 0.068

0.057 0.043

0.026 0.027

0.008 0.014

0.0041

0.0018

Athabasca 0.039 0.036 0.031 Banff 0.279 0.24 0.184 0.14 0.099 0.066 0.046 0.037 0.016 0.0053 0.128 0.12 0.097 Barrhead 0.105 0.095 0.064 0.057 0.038 0.026 0.019 0.009 0.0055 0.0024 0.065 0.036 0.046 Beaverlodge 0.153 0.13 0.102 0.078 0.057 0.039 0.028 0.022 0.0090 0.0035 0.081 0.070 0.062 Brooks 0.116 0.095 0.076 0.057 0.051 0.026 0.028 0.012 0.0089 0.0042 0.072 0.036 0.056 Calgary 0.192 0.15 0.126 0.084 0.072 0.041 0.036 0.023 0.012 0.0048 0.098 0.088 0.075 Campsie 0.113 0.095 0.067 0.057 0.040 0.026 0.020 0.009 0.0058 0.0024 0.070 0.036 0.048 Camrose 0.095 0.095 0.058 0.057 0.035 0.026 0.018 0.008 0.0052 0.0022 0.058 0.036 0.042 Canmore 0.278 0.24 0.183 0.14 0.098 0.065 0.046 0.036 0.016 0.0053 0.128 0.12 0.097 Cardston 0.273 0.18 0.203 0.11 0.122 0.054 0.058 0.031 0.018 0.0066 0.131 0.095 0.118 Claresholm 0.217 0.15 0.148 0.092 0.090 0.046 0.044 0.027 0.015 0.0056 0.107 0.092 0.089 Cold Lake 0.055 0.095 0.034 0.057 0.019 0.026 0.0078 0.008 0.0016 0.0008 0.032 0.036 0.023 Coleman 0.279 0.24 0.195 0.13 0.114 0.066 0.054 0.037 0.019 0.0065 0.128 0.12 0.110 Coronation 0.075 0.095 0.048 0.057 0.029 0.026 0.015 0.008 0.0046 0.0020 0.044 0.036 0.034 Cowley 0.282 0.20 0.198 0.12 0.116 0.057 0.055 0.033 0.018 0.0065 0.130 0.10 0.113 Drumheller 0.122 0.095 0.077 0.057 0.048 0.026 0.026 0.012 0.0080 0.0037 0.075 0.037 0.055 Edmonton 0.103 0.095 0.062 0.057 0.036 0.026 0.018 0.008 0.0053 0.0022 0.064 0.036 0.044 Edson 0.165 0.15 0.111 0.083 0.062 0.038 0.030 0.021 0.0089 0.0035 0.087 0.083 0.066 Embarras Portage 0.052 0.095 0.031 0.057 0.016 0.026 0.0065 0.008 0.0013 0.0007 0.030 0.036 0.020

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Fairview 0.121 0.095 0.071 0.057 0.041 0.026 0.020 0.011 0.0059 0.0025 0.075 0.036 0.051 Fort MacLeod 0.225 0.16 0.160 0.097 0.097 0.050 0.047 0.028 0.015 0.0058 0.111 0.094 0.095 Fort McMurray 0.053 0.095 0.034 0.057 0.018 0.026 0.0078 0.008 0.0016 0.0008 0.031 0.036 0.023 Fort Saskatchewan 0.086 0.095 0.053 0.057 0.032 0.026 0.017 0.008 0.0050 0.0021 0.052 0.036 0.038 Fort Vermilion 0.056 0.095 0.036 0.057 0.019 0.026 0.0081 0.008 0.0018 0.0008 0.032 0.036 0.024 Grande Prairie 0.141 0.095 0.093 0.061 0.053 0.031 0.026 0.018 0.0074 0.0031 0.079 0.054 0.058 Habay 0.068 0.095 0.045 0.057 0.033 0.026 0.020 0.010 0.0067 0.0031 0.040 0.036 0.036 Hardisty 0.068 0.095 0.043 0.057 0.027 0.026 0.014 0.008 0.0041 0.0018 0.040 0.036 0.031 High River 0.203 0.15 0.134 0.087 0.079 0.043 0.039 0.024 0.013 0.0052 0.101 0.090 0.079 Hinton 0.280 0.24 0.182 0.14 0.096 0.064 0.043 0.036 0.015 0.0048 0.131 0.12 0.097 Jasper 0.287 0.24 0.190 0.14 0.101 0.068 0.046 0.038 0.017 0.0052 0.132 0.12 0.101 Keg River 0.067 0.095 0.042 0.057 0.025 0.026 0.012 0.008 0.0034 0.0015 0.039 0.036 0.030 Lac la Biche 0.059 0.095 0.038 0.057 0.023 0.026 0.011 0.008 0.0033 0.0015 0.034 0.036 0.027 Lacombe 0.127 0.095 0.081 0.057 0.047 0.026 0.023 0.012 0.0065 0.0027 0.077 0.042 0.055 Lethbridge 0.164 0.15 0.125 0.087 0.081 0.044 0.042 0.026 0.013 0.0053 0.087 0.087 0.079 Manning 0.081 0.095 0.049 0.057 0.029 0.026 0.015 0.008 0.0046 0.0020 0.048 0.036 0.036 Medicine Hat 0.083 0.095 0.060 0.057 0.045 0.026 0.026 0.010 0.0083 0.0039 0.050 0.036 0.047 Peace River 0.098 0.095 0.058 0.057 0.034 0.026 0.017 0.008 0.0052 0.0022 0.061 0.036 0.043 Pincher Creek 0.284 0.19 0.202 0.11 0.119 0.058 0.056 0.033 0.019 0.0066 0.132 0.10 0.115 Ranfurly 0.066 0.095 0.042 0.057 0.026 0.026 0.013 0.008 0.0039 0.0018 0.038 0.036 0.030 Red Deer 0.131 0.095 0.085 0.057 0.049 0.026 0.024 0.014 0.0067 0.0028 0.078 0.050 0.056 Rocky Mountain House 0.174 0.15 0.116 0.080 0.065 0.038 0.030 0.021 0.0090 0.0035 0.090 0.085 0.067 Slave Lake 0.075 0.095 0.047 0.057 0.029 0.026 0.015 0.008 0.0046 0.0020 0.044 0.036 0.034

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Stettler 0.109 0.095 0.066 0.057 0.039 0.026 0.019 0.009 0.0056 0.0024 0.067 0.036 0.047 Stony Plain 0.115 0.095 0.069 0.057 0.040 0.026 0.020 0.009 0.0058 0.0025 0.071 0.036 0.050 Suffield 0.099 0.095 0.068 0.057 0.049 0.026 0.028 0.011 0.0087 0.0041 0.060 0.036 0.052 Taber 0.134 0.097 0.101 0.059 0.069 0.032 0.036 0.018 0.012 0.0049 0.079 0.064 0.070 Turner Valley 0.253 0.15 0.164 0.091 0.091 0.045 0.043 0.025 0.015 0.0053 0.122 0.092 0.093 Valleyview 0.126 0.095 0.078 0.057 0.045 0.026 0.022 0.012 0.0064 0.0027 0.077 0.036 0.054 Vegreville 0.069 0.095 0.044 0.057 0.027 0.026 0.014 0.008 0.0041 0.0018 0.040 0.036 0.031 Vermilion 0.060 0.095 0.038 0.057 0.023 0.026 0.012 0.008 0.0034 0.0015 0.035 0.036 0.027 Wagner 0.077 0.095 0.048 0.057 0.030 0.026 0.015 0.008 0.0046 0.0020 0.046 0.036 0.035 Wainwright 0.062 0.095 0.040 0.057 0.025 0.026 0.012 0.008 0.0037 0.0017 0.036 0.036 0.028 Wetaskiwin 0.115 0.095 0.069 0.057 0.040 0.026 0.020 0.009 0.0058 0.0024 0.071 0.036 0.048 Whitecourt 0.125 0.095 0.079 0.057 0.046 0.026 0.023 0.012 0.0064 0.0027 0.076 0.040 0.054 Wimborne 0.133 0.095 0.087 0.057 0.052 0.026 0.027 0.015 0.0081 0.0037 0.078 0.054 0.058

Saskatchewan

0.14

Assiniboia 0.136 0.076 0.072 0.038 0.028 0.016 0.010 0.0034 0.0014 0.084 0.061 0.054 Battrum 0.065 0.095 0.042 0.057 0.024 0.026 0.012 0.008 0.0031 0.0015 0.037 0.036 0.030 Biggar 0.057 0.095 0.037 0.057 0.021 0.026 0.0088 0.008 0.0019 0.0010 0.033 0.036 0.025 Broadview 0.077 0.095 0.048 0.057 0.025 0.026 0.010 0.008 0.0022 0.0011 0.045 0.036 0.034 Dafoe 0.062 0.095 0.040 0.057 0.022 0.026 0.0089 0.008 0.0019 0.0010 0.036 0.036 0.027 Dundurn 0.059 0.095 0.039 0.057 0.022 0.026 0.0092 0.008 0.0019 0.0010 0.034 0.036 0.027 Estevan 0.129 0.13 0.072 0.066 0.035 0.026 0.015 0.010 0.0031 0.0013 0.079 0.055 0.051 Hudson Bay 0.055 0.095 0.034 0.057 0.019 0.026 0.0079 0.008 0.0016 0.0008 0.032 0.036 0.023

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Humboldt 0.058 0.095 0.037 0.057 0.020 0.026 0.0085 0.008 0.0018 0.0010 0.033 0.036 0.025 Island Falls 0.054 0.095 0.031 0.057 0.016 0.026 0.0065 0.008 0.0013 0.0007 0.031 0.036 0.021 Kamsack 0.058 0.095 0.037 0.057 0.020 0.026 0.0085 0.008 0.0018 0.0010 0.033 0.036 0.025 Kindersley 0.060 0.095 0.039 0.057 0.024 0.026 0.012 0.008 0.0033 0.0015 0.035 0.036 0.028 Lloydminster 0.057 0.095 0.036 0.057 0.021 0.026 0.010 0.008 0.0030 0.0015 0.033 0.036 0.025 Maple Creek 0.069 0.095 0.048 0.057 0.036 0.026 0.021 0.008 0.0068 0.0032 0.040 0.036 0.039 Meadow Lake 0.055 0.095 0.034 0.057 0.018 0.026 0.0075 0.008 0.0016 0.0008 0.032 0.036 0.023 Melfort 0.055 0.095 0.035 0.057 0.019 0.026 0.0081 0.008 0.0018 0.0010 0.032 0.036 0.024 Melville 0.069 0.095 0.044 0.057 0.023 0.026 0.0097 0.008 0.0021 0.0011 0.040 0.036 0.031 Moose Jaw 0.096 0.098 0.058 0.057 0.030 0.026 0.013 0.008 0.0027 0.0013 0.057 0.038 0.042 Nipawin 0.054 0.095 0.034 0.057 0.018 0.026 0.0078 0.008 0.0016 0.0008 0.032 0.036 0.023 North Battleford 0.056 0.095 0.036 0.057 0.020 0.026 0.0085 0.008 0.0018 0.0010 0.032 0.036 0.024 Prince Albert 0.055 0.095 0.034 0.057 0.019 0.026 0.0078 0.008 0.0016 0.0008 0.032 0.036 0.023 Qu'Appelle 0.090 0.095 0.054 0.057 0.028 0.026 0.012 0.008 0.0025 0.0011 0.054 0.036 0.039 Regina 0.101 0.10 0.060 0.057 0.030 0.026 0.013 0.008 0.0027 0.0013 0.061 0.040 0.043 Rosetown 0.059 0.095 0.038 0.057 0.022 0.026 0.0091 0.008 0.0019 0.0010 0.034 0.036 0.027 Saskatoon 0.057 0.095 0.037 0.057 0.021 0.026 0.0089 0.008 0.0019 0.0010 0.033 0.036 0.025 Scott 0.057 0.095 0.037 0.057 0.020 0.026 0.0086 0.008 0.0019 0.0010 0.033 0.036 0.025 Strasbourg 0.074 0.095 0.046 0.057 0.025 0.026 0.010 0.008 0.0022 0.0011 0.043 0.036 0.032 Swift Current 0.070 0.095 0.045 0.057 0.025 0.026 0.012 0.008 0.0030 0.0014 0.040 0.036 0.032 Uranium City 0.053 0.095 0.032 0.057 0.016 0.026 0.0066 0.008 0.0013 0.0007 0.031 0.036 0.021 Weyburn 0.186 0.19 0.097 0.088 0.045 0.034 0.018 0.012 0.0039 0.0014 0.118 0.095 0.070 Yorkton 0.063 0.095 0.040 0.057 0.022 0.026 0.0091 0.008 0.0019 0.0010 0.036 0.036 0.028

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Manitoba

0.095 0.056

0.057 0.033

0.026 0.017

0.008 0.0067

0.0015

0.0007

Beausejour 0.032 0.036 0.021 Boissevain 0.059 0.095 0.037 0.057 0.020 0.026 0.0082 0.008 0.0018 0.0010 0.034 0.036 0.025 Brandon 0.054 0.095 0.031 0.057 0.016 0.026 0.0063 0.008 0.0013 0.0007 0.031 0.036 0.020 Churchill 0.053 0.095 0.032 0.057 0.017 0.026 0.0069 0.008 0.0015 0.0008 0.031 0.036 0.021 Dauphin 0.055 0.095 0.035 0.057 0.019 0.026 0.0079 0.008 0.0018 0.0010 0.032 0.036 0.024 Flin Flon 0.054 0.095 0.032 0.057 0.016 0.026 0.0065 0.008 0.0013 0.0007 0.031 0.036 0.021 Gimli 0.055 0.095 0.032 0.057 0.017 0.026 0.0067 0.008 0.0015 0.0007 0.032 0.036 0.021 Island Lake 0.054 0.095 0.033 0.057 0.017 0.026 0.0070 0.008 0.0015 0.0008 0.031 0.036 0.021 Lac du Bonnet 0.056 0.095 0.033 0.057 0.017 0.026 0.0067 0.008 0.0015 0.0007 0.033 0.036 0.023 Lynn Lake 0.053 0.095 0.032 0.057 0.016 0.026 0.0066 0.008 0.0013 0.0007 0.031 0.036 0.021 Morden 0.053 0.095 0.031 0.057 0.015 0.026 0.0063 0.008 0.0013 0.0007 0.031 0.036 0.020 Neepawa 0.054 0.095 0.031 0.057 0.016 0.026 0.0065 0.008 0.0013 0.0007 0.031 0.036 0.021 Pine Falls 0.056 0.095 0.033 0.057 0.017 0.026 0.0067 0.008 0.0015 0.0007 0.032 0.036 0.021 Portage la Prairie 0.054 0.095 0.032 0.057 0.016 0.026 0.0065 0.008 0.0013 0.0007 0.031 0.036 0.021 Rivers 0.058 0.095 0.037 0.057 0.020 0.026 0.0084 0.008 0.0018 0.0010 0.034 0.036 0.025 Sandilands 0.055 0.095 0.032 0.057 0.016 0.026 0.0065 0.008 0.0013 0.0007 0.032 0.036 0.021 Selkirk 0.055 0.095 0.032 0.057 0.016 0.026 0.0066 0.008 0.0013 0.0007 0.032 0.036 0.021 Split Lake 0.053 0.095 0.032 0.057 0.017 0.026 0.0067 0.008 0.0015 0.0007 0.031 0.036 0.021 Steinbach 0.055 0.095 0.032 0.057 0.016 0.026 0.0065 0.008 0.0013 0.0007 0.032 0.036 0.021 Swan River 0.055 0.095 0.035 0.057 0.019 0.026 0.0079 0.008 0.0018 0.0008 0.032 0.036 0.024 The Pas 0.054 0.095 0.032 0.057 0.016 0.026 0.0065 0.008 0.0013 0.0007 0.031 0.036 0.021

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Thompson 0.053 0.095 0.032 0.057 0.017 0.026 0.0067 0.008 0.0015 0.0007 0.031 0.036 0.021 Virden 0.064 0.095 0.041 0.057 0.022 0.026 0.0089 0.008 0.0019 0.0010 0.037 0.036 0.028 Winnipeg 0.054 0.095 0.032 0.057 0.016 0.026 0.0066 0.008 0.0013 0.0007 0.032 0.036 0.021

Ontario

0.13 0.095

0.082 0.064

0.052 0.039

0.016 0.020

0.0049

0.0021

Ailsa Craig 0.056 0.045 0.050 Ajax 0.210 0.18 0.114 0.12 0.060 0.070 0.029 0.022 0.0071 0.0028 0.134 0.074 0.091 Alexandria 0.589 0.64 0.309 0.31 0.148 0.14 0.068 0.047 0.018 0.0062 0.376 0.32 0.255 Alliston 0.111 0.15 0.076 0.099 0.046 0.062 0.024 0.020 0.0059 0.0025 0.066 0.046 0.060 Almonte 0.337 0.55 0.188 0.27 0.098 0.13 0.048 0.042 0.013 0.0049 0.215 0.28 0.157 Armstrong 0.064 0.095 0.037 0.057 0.019 0.026 0.0081 0.008 0.0018 0.0008 0.038 0.036 0.025 Arnprior 0.371 0.61 0.201 0.29 0.102 0.13 0.049 0.044 0.013 0.0049 0.238 0.31 0.168 Atikokan 0.069 0.095 0.038 0.057 0.018 0.026 0.0072 0.008 0.0015 0.0007 0.041 0.036 0.025 Attawapiskat 0.074 0.11 0.043 0.057 0.022 0.026 0.0092 0.008 0.0019 0.0010 0.045 0.053 0.030 Aurora 0.138 0.16 0.087 0.11 0.050 0.065 0.026 0.021 0.0064 0.0027 0.085 0.053 0.068 Bancroft 0.151 0.26 0.105 0.17 0.063 0.089 0.032 0.030 0.0084 0.0035 0.090 0.089 0.085 Barrie 0.108 0.15 0.077 0.11 0.047 0.065 0.025 0.021 0.0061 0.0025 0.063 0.044 0.060 Barriefield 0.162 0.30 0.110 0.18 0.066 0.099 0.034 0.031 0.0089 0.0038 0.098 0.12 0.091 Beaverton 0.117 0.16 0.082 0.12 0.050 0.070 0.026 0.023 0.0065 0.0028 0.069 0.047 0.064 Belleville 0.162 0.25 0.105 0.16 0.061 0.088 0.031 0.028 0.0080 0.0034 0.100 0.10 0.087 Belmont 0.116 0.16 0.073 0.097 0.042 0.056 0.021 0.017 0.0053 0.0021 0.070 0.086 0.056 Kitchenuhmay- koosib (Big Trout Lake)

0.095 0.054

0.057 0.033

0.026 0.017

0.008 0.0072

0.0015

0.0008

0.036 0.032

0.023

CFB Borden 0.107 0.14 0.075 0.10 0.046 0.063 0.024 0.020 0.0059 0.0025 0.063 0.045 0.059

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Bracebridge 0.116 0.18 0.084 0.12 0.051 0.072 0.027 0.024 0.0068 0.0028 0.068 0.056 0.067 Bradford 0.123 0.15 0.081 0.10 0.048 0.065 0.025 0.021 0.0062 0.0027 0.074 0.049 0.063 Brampton 0.168 0.21 0.096 0.12 0.052 0.063 0.026 0.020 0.0064 0.0025 0.106 0.11 0.074 Brantford 0.155 0.19 0.089 0.11 0.049 0.061 0.024 0.019 0.0059 0.0024 0.097 0.089 0.068 Brighton 0.173 0.24 0.106 0.15 0.060 0.083 0.030 0.027 0.0076 0.0032 0.108 0.099 0.087 Brockville 0.259 0.35 0.157 0.22 0.086 0.12 0.043 0.036 0.011 0.0046 0.164 0.15 0.131 Burk's Falls 0.143 0.21 0.096 0.14 0.057 0.075 0.029 0.026 0.0074 0.0031 0.086 0.074 0.076 Burlington 0.266 0.32 0.131 0.17 0.062 0.064 0.029 0.022 0.0068 0.0027 0.172 0.18 0.102 Cambridge 0.141 0.18 0.084 0.10 0.047 0.060 0.024 0.019 0.0058 0.0024 0.088 0.073 0.066 Campbellford 0.144 0.23 0.097 0.15 0.058 0.085 0.030 0.027 0.0076 0.0032 0.088 0.084 0.078 Cannington 0.122 0.17 0.084 0.12 0.051 0.070 0.027 0.023 0.0067 0.0028 0.073 0.048 0.067 Carleton Place 0.302 0.49 0.175 0.25 0.093 0.12 0.046 0.039 0.012 0.0048 0.192 0.23 0.146 Cavan 0.140 0.19 0.092 0.13 0.055 0.076 0.028 0.024 0.0071 0.0030 0.086 0.061 0.074 Centralia 0.092 0.13 0.064 0.080 0.039 0.052 0.020 0.016 0.0050 0.0021 0.054 0.041 0.050 Chapleau 0.071 0.095 0.050 0.057 0.031 0.037 0.016 0.013 0.0037 0.0017 0.041 0..036 0.039 Chatham 0.112 0.16 0.070 0.092 0.039 0.050 0.019 0.015 0.0047 0.0020 0.068 0.088 0.054 Chesley 0.083 0.12 0.062 0.082 0.040 0.053 0.021 0.018 0.0052 0.0022 0.047 0.037 0.050 Clinton 0.084 0.12 0.061 0.078 0.038 0.050 0.020 0.016 0.0049 0.0021 0.048 0.038 0.048 Coboconk 0.120 0.18 0.086 0.13 0.052 0.074 0.027 0.025 0.0070 0.0030 0.070 0.055 0.068 Cobourg 0.179 0.22 0.106 0.14 0.059 0.079 0.030 0.025 0.0074 0.0031 0.113 0.096 0.086 Cochrane 0.222 0.18 0.107 0.098 0.052 0.054 0.024 0.018 0.0058 0.0022 0.145 0.094 0.083 Colborne 0.176 0.23 0.106 0.14 0.060 0.081 0.030 0.026 0.0076 0.0031 0.111 0.098 0.087 Collingwood 0.096 0.13 0.070 0.097 0.044 0.060 0.023 0.020 0.0058 0.0024 0.055 0.040 0.056

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Cornwall 0.587 0.62 0.307 0.31 0.147 0.14 0.067 0.046 0.017 0.0060 0.375 0.31 0.254 Corunna 0.087 0.12 0.060 0.074 0.036 0.047 0.018 0.015 0.0046 0.0020 0.050 0.040 0.047 Deep River 0.389 0.63 0.208 0.30 0.104 0.13 0.049 0.043 0.013 0.0048 0.250 0.32 0.172 Deseronto 0.158 0.27 0.106 0.17 0.062 0.092 0.032 0.029 0.0081 0.0035 0.096 0.11 0.087 Dorchester 0.112 0.16 0.072 0.096 0.042 0.056 0.021 0.017 0.0052 0.0021 0.067 0.081 0.056 Dorion 0.059 0.095 0.035 0.057 0.018 0.026 0.0076 0.008 0.0016 0.0008 0.035 0.036 0.024 Dresden 0.104 0.15 0.067 0.088 0.039 0,050 0.019 0.015 0.0047 0.0020 0.062 0.078 0.051 Dryden 0.072 0.095 0.040 0.057 0.019 0.026 0.0076 0.008 0.0016 0.0008 0.043 0.036 0.027 Dundalk 0.097 0.13 0.069 0.091 0.043 0.058 0.022 0.019 0.0056 0.0024 0.057 0.043 0.055 Dunnville 0.232 0.31 0.120 0.16 0.059 0.063 0.028 0.021 0.0067 0.0027 0.149 0.17 0.093 Durham 0.088 0.12 0.065 0.085 0.041 0.055 0.021 0.018 0.0053 0.0022 0.051 0.040 0.051 Dutton 0.116 0.16 0.072 0.096 0.041 0.054 0.021 0.017 0.0050 0.0021 0.071 0.087 0.056 Earlton 0.182 0.24 0.108 0.14 0.059 0.075 0.029 0.024 0.0074 0.0030 0.114 0.11 0.086 Edison 0.070 0.095 0.039 0.057 0.019 0.026 0.0075 0.008 0.0016 0.0008 0.042 0.036 0.027 Elliot Lake 0.074 0.095 0.054 0.065 0.035 0.043 0.018 0.015 0.0046 0.0020 0.043 0.036 0.043 Elmvale 0.101 0.14 0.074 0.10 0.046 0.064 0.024 0.021 0.0061 0.0025 0.059 0.040 0.059 Embro 0.111 0.15 0.072 0.094 0.042 0.056 0.022 0.018 0.0053 0.0022 0.067 0.072 0.056 Englehart 0.175 0.23 0.104 0.13 0.057 0.074 0.029 0.024 0.0073 0.0030 0.109 0.11 0.083 Espanola 0.086 0.10 0.063 0.080 0.039 0.050 0.021 0.018 0.0052 0.0021 0.050 0.036 0.050 Exeter 0.090 0.13 0.063 0.080 0.039 0.051 0.020 0.016 0.0049 0.0021 0.052 0.040 0.050 Fenelon Falls 0.121 0.18 0.086 0.13 0.052 0.074 0.027 0.024 0.0068 0.0030 0.072 0.054 0.068 Fergus 0.115 0.16 0.075 0.095 0.045 0.058 0.023 0.019 0.0056 0.0024 0.069 0.052 0.059 Forest 0.087 0.12 0.061 0.076 0.037 0.049 0.019 0.015 0.0047 0.0020 0.051 0.038 0.047

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Fort Erie 0.312 0.33 0.152 0.18 0.070 0.067 0.032 0.022 0.0074 0.0028 0.202 0.20 0.117 Fort Erie (Ridgeway) 0.307 0.33 0.149 0.18 0.069 0.066 0.031 0.022 0.0073 0.0028 0.198 0.19 0.115 Fort Frances 0.064 0.095 0.035 0.057 0.017 0.026 0.0069 0.008 0.0015 0.0007 0.039 0.036 0.024 Gananoque 0.180 0.30 0.119 0.19 0.070 0.10 0.036 0.032 0.0095 0.0039 0.110 0.12 0.099 Geraldton 0.057 0.095 0.036 0.057 0.019 0.026 0.0082 0.008 0.0018 0.0010 0.033 0.036 0.024 Glencoe 0.107 0.16 0.068 0.092 0.040 0.053 0.020 0.016 0.0049 0.0021 0.064 0.080 0.054 Goderich 0.079 0.11 0.059 0.075 0.037 0.049 0.019 0.016 0.0049 0.0020 0.045 0.036 0.047 Gore Bay 0.071 0.095 0.055 0.067 0.035 0.044 0.018 0.015 0.0047 0.0020 0.040 0.036 0.044 Graham 0.071 0.095 0.039 0.057 0.020 0.026 0.0079 0.008 0.0016 0.0008 0.043 0.036 0.027 Gravenhurst (Muskoka

Airport) 0.17 0.112

0.12 0.082

0.070 0.050

0.024 0.026

0.0067

0.0028

0.052 0.065

0.064

Grimsby 0.301 0.34 0.146 0.18 0.068 0.068 0.030 0.022 0.0073 0.0028 0.195 0.20 0.113 Guelph 0.133 0.17 0.082 0.10 0.047 0.059 0.024 0.019 0.0058 0.0024 0.082 0.067 0.063 Guthrie 0.109 0.15 0.078 0.11 0.048 0.066 0.025 0.022 0.0062 0.0027 0.064 0.043 0.062 Haileybury 0.219 0.25 0.127 0.15 0.067 0.079 0.033 0.026 0.0083 0.0034 0.138 0.12 0.101 Haldimand (Caledonia) 0.215 0.31 0.112 0.16 0.056 0.063 0.027 0.022 0.0064 0.0025 0.138 0.17 0.087 Haldimand (Hagersville) 0.172 0.25 0.096 0.14 0.051 0.062 0.025 0.019 0.0061 0.0024 0.108 0.14 0.074 Haliburton 0.133 0.22 0.095 0.15 0.057 0.081 0.030 0.027 0.0077 0.0032 0.079 0.074 0.076 Halton Hills

(Georgetown) 0.20 0.155

0.12 0.090

0.062 0.050

0.020 0.025

0.0062

0.0025

0.11 0.097

0.070

Hamilton 0.260 0.32 0.128 0.17 0.061 0.064 0.028 0.022 0.0068 0.0027 0.168 0.18 0.101 Hanover 0.085 0.12 0.063 0.082 0.040 0.053 0.021 0.018 0.0052 0.0022 0.049 0.039 0.050 Hastings 0.141 0.22 0.096 0.14 0.057 0.083 0.029 0.027 0.0074 0.0031 0.085 0.074 0.076

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Hawkesbury 0.506 0.57 0.268 0.29 0.131 0.13 0.062 0.044 0.016 0.0058 0.326 0.30 0.224 Hearst 0.073 0.095 0.048 0.057 0.028 0.033 0.013 0.012 0.0031 0.0014 0.043 0.036 0.035 Honey Harbour 0.103 0.15 0.076 0.11 0.047 0.065 0.025 0.022 0.0062 0.0027 0.060 0.044 0.060 Hornepayne 0.063 0.095 0.043 0.057 0.025 0.027 0.012 0.010 0.0028 0.0014 0.037 0.036 0.031 Huntsville 0.129 0.20 0.091 0.14 0.054 0.075 0.028 0.026 0.0071 0.0031 0.077 0.068 0.072 Ingersoll 0.116 0.16 0.073 0.097 0.043 0.057 0.022 0.018 0.0053 0.0022 0.070 0.082 0.058 Iroquois Falls 0.196 0.19 0.101 0.10 0.052 0.059 0.025 0.020 0.0061 0.0024 0.127 0.096 0.079 Jellicoe 0.057 0.095 0.035 0.057 0.019 0.026 0.0081 0.008 0.0018 0.0010 0.033 0.036 0.024 Kapuskasing 0.112 0.11 0.064 0.068 0.035 0.042 0.017 0.014 0.0040 0.0017 0.070 0.045 0.048 Kemptville 0.429 0.56 0.229 0.28 0.114 0.13 0.054 0.042 0.014 0.0052 0.275 0.28 0.189 Kenora 0.064 0.095 0.036 0.057 0.018 0.026 0.0072 0.008 0.0015 0.0007 0.038 0.036 0.024 Killaloe 0.264 0.44 0.154 0.23 0.083 0.11 0.041 0.036 0.011 0.0044 0.168 0.21 0.127 Kincardine 0.076 0.11 0.058 0.075 0.037 0.049 0.019 0.016 0.0049 0.0021 0.043 0.036 0.046 Kingston 0.161 0.29 0.110 0.18 0.065 0.099 0.034 0.031 0.0089 0.0038 0.098 0.12 0.091 Kinmount 0.123 0.20 0.089 0.14 0.054 0.077 0.028 0.026 0.0071 0.0031 0.072 0.062 0.071 Kirkland Lake 0.159 0.22 0.095 0.12 0.053 0.069 0.027 0.022 0.0067 0.0028 0.099 0.10 0.076 Kitchener 0.122 0.16 0.077 0.095 0.045 0.058 0.023 0.018 0.0056 0.0024 0.074 0.054 0.060 Lakefield 0.130 0.20 0.091 0.14 0.055 0.079 0.028 0.026 0.0073 0.0031 0.078 0.062 0.072 Lansdowne House 0.056 0.095 0.035 0.057 0.019 0.026 0.0078 0.008 0.0016 0.0008 0.033 0.036 0.024 Leamington 0.114 0.17 0.070 0.092 0.038 0.047 0.018 0.015 0.0044 0.0018 0.069 0.091 0.052 Lindsay 0.126 0.18 0.087 0.12 0.052 0.074 0.027 0.024 0.0068 0.0030 0.076 0.053 0.068 Lion's Head 0.080 0.11 0.062 0.082 0.040 0.053 0.021 0.018 0.0052 0.0022 0.045 0.036 0.050 Listowel 0.093 0.13 0.066 0.085 0.041 0.054 0.021 0.018 0.0052 0.0022 0.054 0.043 0.052

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

London 0.108 0.15 0.070 0.093 0.041 0.055 0.021 0.017 0.0052 0.0021 0.064 0.076 0.055 Lucan 0.097 0.13 0.065 0.083 0.039 0.052 0.020 0.017 0.0050 0.0021 0.057 0.046 0.051 Maitland 0.282 0.37 0.167 0.22 0.090 0.12 0.045 0.036 0.012 0.0046 0.179 0.15 0.140 Markdale 0.089 0.12 0.066 0.088 0.042 0.056 0.022 0.019 0.0055 0.0022 0.052 0.040 0.052 Markham 0.182 0.18 0.103 0.11 0.056 0.067 0.028 0.022 0.0068 0.0028 0.115 0.061 0.080 Martin 0.072 0.095 0.039 0.057 0.019 0.026 0.0075 0.008 0.0015 0.0008 0.043 0.036 0.027 Matheson 0.160 0.20 0.091 0.11 0.050 0.063 0.025 0.020 0.0062 0.0025 0.101 0.098 0.072 Mattawa 0.446 0.46 0.237 0.23 0.114 0.10 0.052 0.035 0.013 0.0046 0.285 0.24 0.191 Midland 0.101 0.15 0.075 0.11 0.046 0.064 0.024 0.022 0.0061 0.0025 0.058 0.042 0.059 Milton 0.191 0.26 0.103 0.14 0.054 0.063 0.026 0.020 0.0064 0.0025 0.122 0.14 0.080 Milverton 0.098 0.14 0.067 0.086 0.041 0.054 0.021 0.018 0.0053 0.0022 0.058 0.044 0.052 Minden 0.124 0.20 0.089 0.14 0.054 0.078 0.028 0.026 0.0071 0.0031 0.073 0.065 0.071 Mississauga 0.219 0.26 0.115 0.15 0.058 0.065 0.028 0.020 0.0068 0.0027 0.141 0.14 0.090 Mississauga (Lester B. Pearson Int'l Airport)

0.21 0.193

0.12 0.105

0.065 0.056

0.021 0.027

0.0067

0.0027

0.12 0.123

0.082

Mississauga (Port Credit)

0.28 0.247

0.15 0.125

0.065 0.062

0.021 0.029

0.0070

0.0027

0.15 0.159

0.098

Mitchell 0.093 0.13 0.065 0.083 0.040 0.053 0.021 0.017 0.0052 0.0021 0.054 0.042 0.051 Moosonee 0.081 0.13 0.051 0.068 0.029 0.040 0.014 0.014 0.0033 0.0015 0.049 0.057 0.038 Morrisburg 0.558 0.60 0.287 0.30 0.135 0.14 0.062 0.044 0.016 0.0056 0.358 0.31 0.236 Mount Forest 0.093 0.13 0.067 0.087 0.041 0.055 0.022 0.018 0.0053 0.0022 0.054 0.043 0.052 Nakina 0.057 0.095 0.036 0.057 0.019 0.026 0.0082 0.008 0.0018 0.0010 0.033 0.036 0.024 Nanticoke (Jarvis) 0.156 0.22 0.090 0.12 0.049 0.062 0.024 0.019 0.0059 0.0024 0.098 0.12 0.068

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Nanticoke (Port Dover) 0.144 0.19 0.085 0.11 0.047 0.060 0.023 0.018 0.0058 0.0024 0.089 0.093 0.066 Napanee 0.156 0.28 0.106 0.17 0.063 0.094 0.033 0.030 0.0084 0.0037 0.095 0.11 0.087 New Liskeard 0.209 0.24 0.122 0.14 0.065 0.078 0.032 0.025 0.0081 0.0032 0.132 0.12 0.097 Newcastle 0.186 0.20 0.107 0.13 0.058 0.074 0.029 0.024 0.0071 0.0030 0.118 0.081 0.086 Newcastle

(Bowmanville) 0.20 0.188

0.13 0.107

0.073 0.058

0.023 0.029

0.0071

0.0030

0.078 0.119

0.086

Newmarket 0.132 0.16 0.085 0.11 0.050 0.065 0.026 0.021 0.0064 0.0027 0.081 0.051 0.067 Niagara Falls 0.321 0.34 0.157 0.19 0.072 0.070 0.032 0.023 0.0076 0.0030 0.207 0.20 0.121 North Bay 0.247 0.25 0.145 0.15 0.076 0.079 0.037 0.027 0.0095 0.0037 0.155 0.11 0.114 Norwood 0.136 0.21 0.094 0.14 0.057 0.083 0.029 0.027 0.0074 0.0031 0.082 0.070 0.075 Oakville 0.260 0.32 0.129 0.17 0.062 0.065 0.029 0.022 0.0070 0.0027 0.167 0.18 0.101 Orangeville 0.115 0.15 0.076 0.097 0.046 0.060 0.023 0.020 0.0058 0.0024 0.069 0.051 0.059 Orillia 0.109 0.16 0.079 0.11 0.049 0.068 0.026 0.023 0.0064 0.0027 0.064 0.046 0.063 Oshawa 0.192 0.19 0.108 0.12 0.058 0.072 0.029 0.023 0.0071 0.0030 0.122 0.074 0.086 Ottawa (Metropolitan)

Ottawa (City Hall) 0.439 0.64 0.237 0.31 0.118 0.14 0.056 0.046 0.015 0.0055 0.281 0.32 0.196 Ottawa (Barrhaven) 0.427 0.63 0.230 0.30 0.115 0.14 0.055 0.045 0.015 0.0053 0.273 0.32 0.191 Ottawa (Kanata) 0.401 0.62 0.218 0.30 0.110 0.13 0.053 0.045 0.014 0.0052 0.257 0.32 0.181 Ottawa (M-C Int'l Airport)

0.63 0.446

0.31 0.240

0.14 0.119

0.046 0.056

0.015

0.0055

0.32 0.285

0.199

Ottawa (Orleans) 0.474 0.63 0.252 0.31 0.124 0.14 0.058 0.046 0.015 0.0056 0.304 0.32 0.208 Owen Sound 0.083 0.12 0.064 0.085 0.041 0.055 0.021 0.018 0.0053 0.0022 0.048 0.036 0.051 Pagwa River 0.060 0.095 0.040 0.057 0.023 0.026 0.011 0.009 0.0024 0.0013 0.035 0.036 0.028

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Paris 0.141 0.18 0.084 0.10 0.047 0.060 0.023 0.019 0.0058 0.0024 0.088 0.084 0.066 Parkhill 0.092 0.12 0.063 0.079 0.038 0.051 0.020 0.016 0.0049 0.0020 0.054 0.041 0.050 Parry Sound 0.110 0.16 0.079 0.11 0.048 0.065 0.025 0.022 0.0064 0.0027 0.064 0.050 0.063 Pelham (Fonthill) 0.311 0.34 0.152 0.19 0.070 0.068 0.031 0.022 0.0074 0.0028 0.201 0.20 0.117 Pembroke 0.379 0.63 0.203 0.30 0.101 0.13 0.049 0.044 0.013 0.0048 0.243 0.32 0.168 Penetanguishene 0.101 0.14 0.074 0.11 0.046 0.064 0.024 0.022 0.0061 0.0025 0.058 0.041 0.059 Perth 0.225 0.36 0.142 0.21 0.080 0.11 0.041 0.036 0.011 0.0045 0.140 0.14 0.119 Petawawa 0.379 0.63 0.202 0.30 0.101 0.13 0.048 0.043 0.013 0.0048 0.243 0.32 0.166 Peterborough 0.135 0.19 0.092 0.13 0.055 0.078 0.028 0.025 0.0071 0.0031 0.082 0.062 0.072 Petrolia 0.092 0.13 0.062 0.079 0.037 0.049 0.019 0.015 0.0047 0.0020 0.054 0.048 0.048 Pickering (Dunbarton) 0.219 0.18 0.117 0.12 0.060 0.069 0.029 0.022 0.0071 0.0028 0.140 0.078 0.094 Picton 0.159 0.26 0.104 0.16 0.061 0.088 0.031 0.028 0.0078 0.0032 0.098 0.11 0.086 Plattsville 0.119 0.15 0.075 0.096 0.044 0.058 0.022 0.018 0.0055 0.0022 0.072 0.069 0.059 Point Alexander 0.391 0.63 0.209 0.30 0.104 0.13 0.049 0.043 0.013 0.0048 0.251 0.32 0.172 Port Burwell 0.132 0.17 0.079 0.099 0.044 0.058 0.022 0.018 0.0055 0.0022 0.081 0.092 0.062 Port Colborne 0.298 0.33 0.146 0.18 0.068 0.066 0.031 0.022 0.0073 0.0028 0.192 0.19 0.113 Port Elgin 0.077 0.11 0.060 0.078 0.038 0.051 0.020 0.017 0.0050 0.0021 0.044 0.036 0.048 Port Hope 0.181 0.21 0.106 0.13 0.059 0.077 0.029 0.024 0.0073 0.0030 0.114 0.094 0.086 Port Perry 0.144 0.17 0.091 0.12 0.053 0.070 0.027 0.023 0.0067 0.0028 0.089 0.053 0.071 Port Stanley 0.123 0.17 0.075 0.099 0.043 0.055 0.021 0.017 0.0052 0.0021 0.075 0.090 0.058 Prescott 0.350 0.42 0.195 0.24 0.101 0.12 0.049 0.038 0.013 0.0049 0.224 0.018 0.162 Princeton 0.129 0.16 0.079 0.10 0.045 0.059 0.023 0.018 0.0056 0.0022 0.079 0.082 0.062 Raith 0.067 0.095 0.038 0.057 0.019 0.026 0.0078 0.008 0.0016 0.0008 0.040 0.036 0.025

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Rayside-Balfour (Chelmsford)

0.14 0.104

0.097 0.072

0.057 0.044

0.020 0.023

0.0058

0.0024

0.045 0.061

0.056

Red Lake 0.068 0.095 0.038 0.057 0.019 0.026 0.0076 0.008 0.0016 0.0008 0.041 0.036 0.025 Renfrew 0.352 0.58 0.191 0.29 0.097 0.13 0.047 0.043 0.013 0.0048 0.226 0.30 0.160 Richmond Hill 0.163 0.18 0.095 0.11 0.053 0.065 0.027 0.021 0.0065 0.0027 0.102 0.063 0.074 Rockland 0.510 0.60 0.266 0.30 0.129 0.14 0.060 0.045 0.016 0.0056 0.328 0.31 0.221 Sarnia 0.085 0.12 0.059 0.073 0.036 0.048 0.018 0.015 0.0046 0.0020 0.049 0.037 0.046

Sault Ste. Marie 0.062 0.095 0.044 0.057 0.028 0.032 0.014 0.012 0.0033 0.0015 0.036 0.036 0.034

Schreiber 0.057 0.095 0.035 0.057 0.019 0.026 0.0079 0.008 0.0018 0.0010 0.033 0.036 0.024 Seaforth 0.087 0.12 0.062 0.080 0.039 0.051 0.020 0.017 0.0050 0.0021 0.050 0.040 0.048 Shelburne 0.104 0.14 0.072 0.094 0.044 0.059 0.023 0.020 0.0058 0.0024 0.062 0.046 0.056 Simcoe 0.141 0.18 0.084 0.10 0.047 0.060 0.023 0.018 0.0058 0.0024 0.087 0.093 0.064 Sioux Lookout 0.073 0.095 0.040 0.057 0.020 0.026 0.0078 0.008 0.0016 0.0008 0.044 0.036 0.028 Smiths Falls 0.256 0.39 0.156 0.22 0.086 0.12 0.044 0.037 0.012 0.0046 0.161 0.17 0.131 Smithville 0.296 0.34 0.144 0.18 0.067 0.068 0.030 0.022 0.0071 0.0027 0.191 0.20 0.111 Smooth Rock Falls 0.200 0.16 0.098 0.089 0.047 0.049 0.021 0.017 0.0050 0.0020 0.130 0.085 0.074 South River 0.164 0.23 0.106 0.14 0.061 0.077 0.031 0.027 0.0080 0.0034 0.100 0.086 0.085 Southampton 0.077 0.11 0.060 0.078 0.038 0.051 0.020 0.017 0.0050 0.0021 0.044 0.036 0.048 St. Catharines 0.319 0.34 0.155 0.19 0.071 0.069 0.032 0.023 0.0076 0.0028 0.206 0.20 0.121 St. Mary's 0.101 0.14 0.068 0.086 0.041 0.054 0.021 0.017 0.0052 0.0021 0.060 0.049 0.052 St. Thomas 0.117 0.16 0.073 0.096 0.042 0.056 0.021 0.017 0.0052 0.0021 0.071 0.088 0.056 Stirling 0.149 0.25 0.100 0.16 0.060 0.088 0.031 0.028 0.0078 0.0034 0.091 0.096 0.082 Stratford 0.103 0.14 0.069 0.087 0.041 0.055 0.021 0.018 0.0053 0.0022 0.061 0.045 0.054

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Strathroy 0.100 0.14 0.066 0.086 0.039 0.052 0.020 0.016 0.0049 0.0021 0.059 0.064 0.051 Sturgeon Falls 0.183 0.22 0.113 0.13 0.062 0.072 0.031 0.025 0.0080 0.0032 0.113 0.086 0.089 Sudbury 0.110 0.15 0.076 0.10 0.046 0.059 0.024 0.020 0.0059 0.0025 0.065 0.051 0.059 Sundridge 0.157 0.23 0.103 0.14 0.059 0.076 0.030 0.026 0.0078 0.0032 0.095 0.082 0.082 Tavistock 0.108 0.14 0.071 0.090 0.042 0.056 0.022 0.018 0.0053 0.0022 0.065 0.053 0.055 Temagami 0.239 0.25 0.138 0.15 0.072 0.077 0.035 0.026 0.0089 0.0035 0.151 0.12 0.109 Thamesford 0.111 0.16 0.071 0.095 0.042 0.056 0.021 0.018 0.0053 0.0022 0.066 0.076 0.056 Thedford 0.089 0.12 0.062 0.077 0.038 0.050 0.019 0.016 0.0047 0.0020 0.052 0.038 0.048 Thunder Bay 0.061 0.095 0.035 0.057 0.018 0.026 0.0075 0.008 0.0016 0.0008 0.036 0.036 0.024 Tillsonburg 0.126 0.17 0.077 0.10 0.044 0.058 0.022 0.018 0.0055 0.0022 0.076 0.091 0.060 Timmins 0.125 0.14 0.075 0.090 0.043 0.054 0.021 0.018 0.0053 0.0022 0.078 0.056 0.058 Timmins (Porcupine) 0.140 0.16 0.081 0.094 0.045 0.056 0.022 0.018 0.0055 0.0022 0.088 0.068 0.063 Toronto Metropolitan Region

Etobicoke 0.193 0.21 0.106 0.12 0.056 0.065 0.027 0.021 0.0067 0.0027 0.124 0.11 0.082 North York 0.195 0.19 0.107 0.11 0.056 0.066 0.028 0.021 0.0067 0.0027 0.125 0.078 0.083 Scarborough 0.219 0.19 0.116 0.11 0.060 0.068 0.029 0.022 0.0070 0.0028 0.140 0.076 0.093 Toronto (City Hall) 0.249 0.22 0.126 0.13 0.063 0.067 0.029 0.021 0.0071 0.0028 0.160 0.12 0.099

Trenton 0.167 0.24 0.105 0.15 0.060 0.085 0.030 0.027 0.0077 0.0032 0.104 0.099 0.086 Trout Creek 0.186 0.24 0.116 0.15 0.065 0.078 0.033 0.027 0.0084 0.0035 0.115 0.095 0.093 Uxbridge 0.139 0.16 0.089 0.11 0.052 0.069 0.027 0.022 0.0067 0.0028 0.086 0.049 0.070 Vaughan (Woodbridge) 0.167 0.19 0.096 0.11 0.053 0.064 0.026 0.021 0.0065 0.0027 0.105 0.081 0.074 Vittoria 0.139 0.18 0.083 0.10 0.046 0.060 0.023 0.018 0.0056 0.0024 0.086 0.093 0.064

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Walkerton 0.083 0.12 0.062 0.081 0.039 0.052 0.021 0.018 0.0052 0.0021 0.048 0.038 0.050 Wallaceburg 0.098 0.15 0.064 0.085 0.037 0.047 0.018 0.015 0.0044 0.0018 0.058 0.071 0.048 Waterloo 0.118 0.15 0.075 0.094 0.044 0.058 0.023 0.018 0.0056 0.0022 0.072 0.052 0.059 Watford 0.095 0.13 0.064 0.081 0.038 0.050 0.019 0.016 0.0049 0.0020 0.056 0.050 0.050 Wawa 0.062 0.095 0.043 0.057 0.026 0.028 0.013 0.010 0.0030 0.0014 0.036 0.036 0.031 Welland 0.308 0.34 0.150 0.18 0.069 0.068 0.031 0.022 0.0074 0.0028 0.199 0.20 0.115 West Lorne 0.118 0.16 0.072 0.095 0.041 0.054 0.021 0.016 0.0050 0.0021 0.072 0.088 0.056 Whitby 0.203 0.19 0.112 0.12 0.059 0.071 0.029 0.022 0.0071 0.0028 0.130 0.075 0.089 Whitby (Brooklin) 0.176 0.18 0.102 0.12 0.056 0.070 0.028 0.023 0.0070 0.0028 0.111 0.066 0.080 White River 0.060 0.095 0.041 0.057 0.024 0.026 0.011 0.009 0.0025 0.0013 0.035 0.036 0.030 Wiarton 0.080 0.11 0.062 0.083 0.040 0.053 0.021 0.018 0.0052 0.0022 0.046 0.036 0.050 Windsor 0.096 0.15 0.063 0.085 0.035 0.045 0.017 0.014 0.0041 0.0017 0.057 0.073 0.048 Wingham 0.083 0.12 0.061 0.079 0.039 0.051 0.020 0.017 0.0050 0.0021 0.048 0.039 0.048 Woodstock 0.118 0.16 0.075 0.098 0.043 0.058 0.022 0.018 0.0055 0.0022 0.071 0.079 0.058 Wyoming 0.090 0.13 0.061 0.077 0.037 0.049 0.019 0.015 0.0047 0.0020 0.053 0.043 0.048

Quebec

0.40 0.254

0.24 0.160

0.12 0.091

0.040 0.047

0.013

0.0051

Acton-Vale 0.159 0.18 0.138 Alma 0.785 0.56 0.416 0.28 0.196 0.14 0.089 0.047 0.022 0.0075 0.486 0.31 0.339 Amos 0.109 0.17 0.078 0.12 0.049 0.068 0.026 0.023 0.0067 0.0028 0.064 0.055 0.063 Asbestos 0.200 0.35 0.137 0.22 0.082 0.12 0.043 0.039 0.012 0.0049 0.123 0.13 0.118 Aylmer 0.415 0.63 0.225 0.31 0.113 0.14 0.054 0.046 0.014 0.0053 0.265 0.32 0.186 Baie-Comeau 0.425 0.60 0.219 0.36 0.107 0.16 0.051 0.052 0.013 0.0051 0.275 0.39 0.182 Baie-Saint-Paul 1.62 2.1 0.872 1.1 0.406 0.49 0.179 0.14 0.043 0.012 0.986 1.2 0.735

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Beauport 0.509 0.56 0.275 0.33 0.138 0.16 0.067 0.053 0.018 0.0065 0.327 0.30 0.233 Bedford 0.358 0.56 0.204 0.28 0.107 0.12 0.053 0.043 0.014 0.0053 0.228 0.28 0.170 Beloeil 0.522 0.62 0.272 0.31 0.131 0.13 0.062 0.047 0.016 0.0059 0.333 0.32 0.225 Brome 0.236 0.38 0.152 0.23 0.087 0.12 0.045 0.039 0.012 0.0049 0.147 0.15 0.130 Brossard 0.587 0.64 0.306 0.31 0.145 0.14 0.067 0.047 0.017 0.0062 0.374 0.33 0.251 Buckingham 0.491 0.63 0.257 0.31 0.125 0.14 0.058 0.046 0.015 0.0056 0.316 0.32 0.213 Campbell's Bay 0.387 0.63 0.208 0.30 0.105 0.13 0.050 0.045 0.013 0.0051 0.248 0.32 0.173 Chambly 0.550 0.63 0.286 0.31 0.137 0.13 0.064 0.047 0.017 0.0059 0.352 0.32 0.236 Coaticook 0.193 0.41 0.129 0.25 0.077 0.11 0.040 0.038 0.011 0.0045 0.119 0.20 0.110 Contrecoeur 0.473 0.62 0.251 0.31 0.124 0.13 0.059 0.047 0.016 0.0058 0.303 0.32 0.207 Cowansville 0.273 0.42 0.168 0.24 0.094 0.12 0.048 0.040 0.013 0.0051 0.172 0.20 0.142 Deux-Montagnes 0.596 0.64 0.313 0.31 0.149 0.14 0.069 0.048 0.018 0.0062 0.380 0.32 0.258 Dolbeau 0.484 0.32 0.255 0.21 0.125 0.11 0.058 0.039 0.015 0.0055 0.308 0.13 0.211 Drummondville 0.273 0.46 0.167 0.25 0.094 0.12 0.048 0.041 0.013 0.0052 0.172 0.22 0.144 Farnham 0.369 0.54 0.208 0.28 0.109 0.13 0.054 0.043 0.015 0.0055 0.235 0.28 0.174 Fort-Coulonge 0.391 0.63 0.210 0.30 0.105 0.13 0.050 0.045 0.013 0.0051 0.251 0.32 0.174 Gagnon 0.078 0.095 0.060 0.10 0.040 0.063 0.021 0.023 0.0055 0.0022 0.045 0.036 0.048 Gaspé 0.128 0.19 0.090 0.17 0.056 0.080 0.029 0.031 0.0077 0.0032 0.076 0.061 0.074 Gatineau 0.442 0.63 0.238 0.31 0.119 0.14 0.056 0.046 0.015 0.0055 0.283 0.32 0.197 Gracefield 0.426 0.57 0.222 0.28 0.109 0.13 0.051 0.042 0.013 0.0051 0.278 0.28 0.185 Granby 0.275 0.42 0.169 0.24 0.094 0.12 0.048 0.040 0.013 0.0052 0.173 0.19 0.144 Harrington-Harbour 0.072 0.11 0.056 0.079 0.037 0.051 0.020 0.018 0.0052 0.0022 0.041 0.036 0.046 Havre-St-Pierre 0.231 0.28 0.122 0.17 0.062 0.077 0.030 0.029 0.0077 0.0031 0.148 0.15 0.097

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Hemmingford 0.546 0.64 0.290 0.31 0.141 0.14 0.066 0.047 0.017 0.0060 0.347 0.33 0.239 Hull 0.432 0.64 0.234 0.31 0.117 0.14 0.056 0.046 0.015 0.0055 0.276 0.32 0.195 Iberville 0.520 0.62 0.273 0.30 0.132 0.13 0.062 0.046 0.016 0.0059 0.332 0.32 0.225 Inukjuak 0.065 0.095 0.040 0.057 0.022 0.028 0.0094 0.009 0.0021 0.0010 0.038 0.036 0.028 Joliette 0.457 0.59 0.241 0.30 0.119 0.13 0.057 0.045 0.015 0.0056 0.293 0.31 0.201 Kuujjuaq 0.074 0.095 0.054 0.063 0.036 0.043 0.019 0.015 0.0049 0.0021 0.043 0.036 0.043 Kuujjuarapik 0.056 0.095 0.035 0.057 0.019 0.026 0.0078 0.008 0.0016 0.0008 0.032 0.036 0.024 La Pocatière 1.51 2.0 0.817 1.0 0.384 0.46 0.170 0.14 0.041 0.012 0.927 1.1 0.690 La-Malbaie 1.73 2.3 0.954 1.1 0.454 0.53 0.203 0.16 0.049 0.014 1.04 1.2 0.809 La-Tuque 0.196 0.32 0.137 0.22 0.082 0.12 0.043 0.041 0.012 0.0049 0.120 0.11 0.119 Lac-Mégantic 0.193 0.39 0.130 0.24 0.077 0.12 0.040 0.040 0.011 0.0045 0.119 0.19 0.111 Lachute 0.518 0.57 0.274 0.29 0.133 0.14 0.063 0.044 0.016 0.0059 0.333 0.30 0.228 Lennoxville 0.187 0.36 0.129 0.22 0.077 0.11 0.041 0.038 0.011 0.0046 0.114 0.14 0.110 Léry 0.603 0.65 0.318 0.31 0.152 0.14 0.070 0.048 0.018 0.0063 0.384 0.33 0.262 Loretteville 0.502 0.58 0.268 0.32 0.134 0.15 0.065 0.052 0.017 0.0063 0.323 0.31 0.227 Louiseville 0.366 0.59 0.201 0.30 0.105 0.13 0.052 0.045 0.014 0.0055 0.234 0.31 0.170 Magog 0.196 0.36 0.133 0.22 0.079 0.11 0.042 0.038 0.011 0.0046 0.120 0.14 0.114 Malartic 0.135 0.21 0.092 0.14 0.055 0.076 0.029 0.026 0.0074 0.0031 0.081 0.073 0.074 Maniwaki 0.430 0.61 0.220 0.29 0.107 0.13 0.050 0.042 0.013 0.0049 0.282 0.33 0.184 Masson 0.498 0.62 0.261 0.31 0.127 0.14 0.059 0.046 0.016 0.0056 0.320 0.31 0.216 Matane 0.455 0.60 0.230 0.37 0.110 0.16 0.052 0.052 0.013 0.0051 0.295 0.39 0.191 Mont-Joli 0.427 0.57 0.226 0.35 0.113 0.17 0.055 0.053 0.015 0.0055 0.275 0.30 0.191 Mont-Laurier 0.419 0.61 0.212 0.29 0.103 0.14 0.049 0.042 0.013 0.0048 0.276 0.33 0.177

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Montmagny 0.601 0.73 0.341 0.41 0.172 0.19 0.082 0.062 0.022 0.0075 0.382 0.34 0.286 Montréal Region

Beaconsfield 0.602 0.64 0.317 0.32 0.152 0.14 0.070 0.048 0.018 0.0063 0.383 0.33 0.260 Dorval 0.600 0.64 0.316 0.31 0.151 0.14 0.069 0.048 0.018 0.0062 0.382 0.33 0.259 Laval 0.595 0.64 0.311 0.31 0.148 0.14 0.068 0.048 0.018 0.0062 0.379 0.32 0.256 Montréal (City Hall) 0.595 0.64 0.311 0.31 0.148 0.14 0.068 0.048 0.018 0.0062 0.379 0.33 0.255 Montréal-Est 0.586 0.64 0.305 0.31 0.145 0.14 0.067 0.047 0.017 0.0062 0.374 0.32 0.250 Montréal-Nord 0.593 0.64 0.309 0.31 0.147 0.14 0.068 0.048 0.017 0.0062 0.378 0.33 0.254 Outremont 0.597 0.64 0.313 0.31 0.149 0.14 0.068 0.048 0.018 0.0062 0.380 0.33 0.256 Pierrefonds 0.599 0.64 0.315 0.31 0.151 0.14 0.069 0.048 0.018 0.0062 0.382 0.33 0.259 St-Lambert 0.590 0.64 0.307 0.31 0.146 0.14 0.067 0.047 0.017 0.0062 0.376 0.33 0.252 St-Laurent 0.598 0.64 0.314 0.31 0.149 0.14 0.069 0.048 0.018 0.0062 0.381 0.33 0.258 Ste-Anne-de- Bellevue

0.64 0.602

0.32 0.317

0.14 0.152

0.048 0.070

0.018

0.0063

0.33 0.383

0.262

Verdun 0.596 0.64 0.312 0.31 0.149 0.14 0.068 0.048 0.018 0.0062 0.380 0.33 0.256 Nicolet (Gentilly) 0.364 0.59 0.201 0.29 0.106 0.13 0.052 0.045 0.015 0.0055 0.233 0.31 0.170 Nitchequon 0.062 0.095 0.047 0.058 0.031 0.040 0.017 0.015 0.0041 0.0018 0.035 0.036 0.038 Noranda 0.132 0.19 0.088 0.12 0.052 0.069 0.027 0.023 0.0068 0.0028 0.080 0.066 0.070 Percé 0.114 0.18 0.084 0.15 0.053 0.078 0.029 0.030 0.0074 0.0032 0.067 0.052 0.068 Pincourt 0.602 0.65 0.318 0.32 0.152 0.14 0.070 0.048 0.018 0.0063 0.384 0.33 0.262 Plessisville 0.250 0.40 0.160 0.25 0.092 0.13 0.048 0.043 0.013 0.0052 0.157 0.19 0.140 Port-Cartier 0.323 0.42 0.169 0.26 0.084 0.11 0.040 0.041 0.010 0.0039 0.210 0.21 0.137 Puvirnituq 0.108 0.19 0.058 0.091 0.029 0.049 0.012 0.013 0.0025 0.0011 0.068 0.099 0.043

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Québec City Region

Ancienne- Lorette

0.57

0.487

0.31

0.258

0.15

0.130

0.052

0.062

0.017

0.0062

0.30

0.314

0.220

Lévis 0.493 0.55 0.265 0.32 0.134 0.15 0.065 0.053 0.017 0.0063 0.317 0.29 0.225 Québec 0.493 0.55 0.265 0.32 0.133 0.15 0.064 0.052 0.017 0.0063 0.318 0.30 0.225 Sillery 0.486 0.55 0.260 0.32 0.131 0.15 0.063 0.052 0.017 0.0062 0.313 0.29 0.221 Ste-Foy 0.488 0.55 0.261 0.32 0.131 0.15 0.063 0.052 0.017 0.0062 0.315 0.30 0.221

Richmond 0.208 0.35 0.140 0.22 0.083 0.12 0.044 0.039 0.012 0.0049 0.128 0.13 0.121 Rimouski 0.408 0.58 0.224 0.32 0.116 0.16 0.056 0.053 0.015 0.0056 0.262 0.31 0.192 Rivière-du-Loup 1.16 1.0 0.616 0.56 0.288 0.24 0.129 0.080 0.032 0.0097 0.724 0.49 0.517 Roberval 0.688 0.41 0.353 0.24 0.164 0.12 0.074 0.042 0.019 0.0065 0.430 0.22 0.287 Rock-Island 0.199 0.42 0.133 0.25 0.078 0.11 0.041 0.039 0.011 0.0046 0.123 0.19 0.113 Rosemère 0.591 0.64 0.309 0.31 0.147 0.14 0.068 0.047 0.017 0.0062 0.377 0.32 0.255 Rouyn 0.134 0.19 0.089 0.12 0.052 0.070 0.027 0.024 0.0068 0.0028 0.081 0.066 0.070 Saguenay 0.791 0.58 0.425 0.32 0.204 0.15 0.095 0.052 0.024 0.0080 0.491 0.31 0.353 Saguenay (Bagotville) 0.801 0.59 0.434 0.34 0.210 0.16 0.098 0.053 0.025 0.0083 0.498 0.31 0.362 Saguenay (Jonquière) 0.798 0.58 0.428 0.32 0.206 0.15 0.095 0.052 0.024 0.0080 0.495 0.31 0.354 Saguenay (Kenogami) 0.799 0.58 0.428 0.32 0.206 0.15 0.095 0.051 0.024 0.0080 0.496 0.31 0.354 Saint-Eustache 0.593 0.64 0.311 0.31 0.149 0.14 0.068 0.047 0.018 0.0062 0.378 0.32 0.256 Saint-Jean-sur- Richelieu

0.63 0.522

0.31 0.274

0.13 0.133

0.046 0.062

0.016

0.0059

0.32 0.333

0.227

Salaberry-de- Valleyfield

0.64 0.602

0.31 0.318

0.14 0.152

0.047 0.070

0.018

0.0063

0.33 0.384

0.262

Schefferville 0.059 0.095 0.042 0.057 0.027 0.035 0.014 0.014 0.0033 0.0015 0.034 0.036 0.031

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Senneterre 0.114 0.20 0.083 0.13 0.052 0.079 0.028 0.025 0.0071 0.0031 0.067 0.065 0.067 Sept-Îles 0.295 0.30 0.156 0.22 0.078 0.098 0.037 0.037 0.0095 0.0038 0.191 0.12 0.126 Shawinigan 0.306 0.55 0.179 0.28 0.098 0.12 0.049 0.043 0.014 0.0053 0.195 0.29 0.154 Shawville 0.386 0.63 0.208 0.30 0.105 0.13 0.050 0.045 0.013 0.0051 0.248 0.32 0.173 Sherbrooke 0.187 0.35 0.129 0.22 0.078 0.11 0.041 0.038 0.011 0.0046 0.115 0.13 0.111 Sorel 0.406 0.61 0.220 0.30 0.113 0.13 0.055 0.046 0.015 0.0056 0.259 0.32 0.184 St-Félicien 0.488 0.32 0.259 0.21 0.127 0.11 0.059 0.039 0.016 0.0056 0.309 0.13 0.212 St-Georges-de-

Cacouna 0.80 0.857

0.46 0.478

0.21 0.234

0.068 0.109

0.028

0.0090

0.39 0.533

0.396

St-Hubert 0.581 0.64 0.302 0.31 0.144 0.14 0.066 0.047 0.017 0.0060 0.371 0.33 0.248 Saint-Hubert-de-

Rivière-du-Loup 0.61 0.468

0.36 0.279

0.17 0.147

0.058 0.073

0.020

0.0069

0.24 0.298

0.237

St-Hyacinthe 0.369 0.55 0.208 0.28 0.109 0.13 0.054 0.043 0.015 0.0055 0.235 0.28 0.174 St-Jérôme 0.539 0.59 0.282 0.30 0.135 0.13 0.063 0.045 0.017 0.0059 0.346 0.30 0.233 St-Jovite 0.428 0.61 0.222 0.30 0.110 0.14 0.052 0.043 0.014 0.0052 0.281 0.32 0.186 St-Lazare-Hudson 0.597 0.64 0.315 0.31 0.151 0.14 0.070 0.048 0.018 0.0062 0.380 0.32 0.259 St-Nicolas 0.466 0.55 0.248 0.31 0.125 0.15 0.060 0.051 0.016 0.0060 0.301 0.30 0.211 Ste-Agathe-des-

Monts 0.56 0.431

0.29 0.226

0.14 0.112

0.043 0.054

0.014

0.0053

0.30 0.282

0.191

Sutton 0.243 0.39 0.154 0.23 0.088 0.12 0.045 0.039 0.012 0.0049 0.152 0.16 0.131 Tadoussac 0.694 0.68 0.399 0.40 0.202 0.19 0.097 0.061 0.026 0.0084 0.434 0.32 0.335 Témiscaming 0.820 0.55 0.411 0.26 0.181 0.11 0.075 0.036 0.017 0.0053 0.516 0.30 0.329 Terrebonne 0.584 0.63 0.304 0.31 0.144 0.14 0.067 0.048 0.017 0.0060 0.373 0.32 0.250 Thetford Mines 0.207 0.36 0.142 0.24 0.084 0.12 0.044 0.043 0.012 0.0049 0.127 0.12 0.123

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Thurso 0.492 0.58 0.258 0.29 0.126 0.14 0.059 0.043 0.016 0.0056 0.318 0.28 0.215 Trois-Rivières 0.366 0.59 0.200 0.30 0.105 0.13 0.052 0.045 0.014 0.0055 0.234 0.31 0.170 Val-d'Or 0.135 0.22 0.093 0.14 0.056 0.079 0.029 0.027 0.0076 0.0032 0.081 0.076 0.074 Varennes 0.571 0.64 0.296 0.31 0.141 0.13 0.065 0.047 0.017 0.0060 0.365 0.32 0.243 Verchères 0.537 0.63 0.278 0.31 0.134 0.13 0.062 0.047 0.016 0.0059 0.343 0.32 0.229 Victoriaville 0.233 0.39 0.152 0.23 0.089 0.12 0.046 0.041 0.013 0.0051 0.145 0.18 0.133 Ville-Marie 0.262 0.27 0.148 0.16 0.076 0.083 0.037 0.027 0.0093 0.0037 0.166 0.13 0.117 Wakefield 0.409 0.62 0.222 0.31 0.111 0.14 0.054 0.046 0.014 0.0053 0.262 0.31 0.185 Waterloo 0.232 0.37 0.150 0.23 0.087 0.12 0.045 0.039 0.012 0.0049 0.144 0.14 0.129 Windsor 0.194 0.35 0.134 0.22 0.080 0.11 0.042 0.038 0.012 0.0048 0.119 0.12 0.115

New Brunswick

0.24 0.144

0.16 0.096

0.082 0.058

0.028 0.030

0.0078

0.0034

Alma 0.088 0.12 0.079 Bathurst 0.217 0.34 0.127 0.21 0.071 0.10 0.036 0.035 0.0090 0.0038 0.138 0.19 0.105 Campbellton 0.210 0.37 0.133 0.24 0.076 0.12 0.039 0.041 0.010 0.0042 0.132 0.19 0.113 Edmundston 0.231 0.46 0.153 0.30 0.089 0.14 0.046 0.050 0.012 0.0049 0.145 0.18 0.134 Fredericton 0.210 0.33 0.127 0.21 0.071 0.10 0.037 0.034 0.0093 0.0039 0.133 0.18 0.105 Gagetown 0.195 0.30 0.119 0.19 0.068 0.098 0.035 0.033 0.0089 0.0038 0.122 0.15 0.098 Grand Falls 0.254 0.38 0.153 0.26 0.085 0.13 0.043 0.044 0.011 0.0046 0.162 0.20 0.131 Miramichi 0.214 0.34 0.125 0.21 0.069 0.096 0.035 0.033 0.0087 0.0037 0.136 0.19 0.102 Moncton 0.158 0.25 0.100 0.17 0.059 0.084 0.031 0.029 0.0078 0.0034 0.098 0.14 0.083 Oromocto 0.209 0.31 0.126 0.20 0.071 0.10 0.036 0.034 0.0092 0.0039 0.132 0.17 0.103 Sackville 0.140 0.22 0.093 0.15 0.057 0.079 0.030 0.027 0.0078 0.0034 0.085 0.11 0.079 Saint Andrews 0.874 0.66 0.436 0.30 0.189 0.13 0.077 0.039 0.017 0.0053 0.544 0.35 0.345

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Saint George 0.578 0.58 0.298 0.27 0.135 0.12 0.058 0.040 0.014 0.0048 0.367 0.30 0.232 Saint John 0.199 0.29 0.121 0.18 0.068 0.093 0.035 0.031 0.0089 0.0037 0.125 0.15 0.097 Shippagan 0.143 0.29 0.096 0.18 0.058 0.090 0.030 0.031 0.0078 0.0034 0.087 0.17 0.079 St. Stephen 0.781 0.62 0.380 0.29 0.163 0.12 0.067 0.039 0.015 0.0051 0.491 0.33 0.302 Woodstock 0.206 0.35 0.129 0.22 0.074 0.12 0.038 0.039 0.0099 0.0042 0.130 0.20 0.109

Nova Scotia

0.21 0.130

0.14 0.089

0.076 0.055

0.026 0.030

0.0078

0.0034

Amherst 0.078 0.085 0.074 Antigonish 0.098 0.19 0.076 0.13 0.050 0.078 0.028 0.025 0.0073 0.0031 0.057 0.068 0.064 Bridgewater 0.117 0.23 0.086 0.15 0.054 0.084 0.029 0.027 0.0078 0.0034 0.068 0.084 0.071 Canso 0.114 0.23 0.085 0.15 0.054 0.085 0.029 0.027 0.0078 0.0034 0.066 0.091 0.071 Debert 0.107 0.21 0.080 0.14 0.052 0.078 0.029 0.026 0.0076 0.0032 0.062 0.080 0.068 Digby 0.164 0.23 0.105 0.14 0.061 0.081 0.032 0.027 0.0083 0.0035 0.101 0.087 0.085 Greenwood (CFB) 0.128 0.23 0.090 0.14 0.055 0.081 0.029 0.027 0.0077 0.0032 0.076 0.088 0.074 Halifax Region

Dartmouth 0.110 0.23 0.082 0.15 0.053 0.085 0.029 0.027 0.0076 0.0032 0.064 0.086 0.068 Halifax 0.110 0.23 0.082 0.15 0.053 0.085 0.029 0.027 0.0076 0.0032 0.064 0.086 0.068

Kentville 0.120 0.23 0.087 0.14 0.055 0.080 0.030 0.027 0.0078 0.0034 0.071 0.087 0.072 Liverpool 0.120 0.24 0.086 0.15 0.054 0.087 0.029 0.028 0.0076 0.0032 0.070 0.090 0.070 Lockeport 0.123 0.25 0.087 0.15 0.054 0.088 0.028 0.028 0.0074 0.0031 0.073 0.095 0.071 Louisburg 0.119 0.22 0.089 0.14 0.056 0.082 0.030 0.026 0.0080 0.0035 0.069 0.081 0.074 Lunenburg 0.115 0.23 0.085 0.15 0.054 0.085 0.029 0.028 0.0078 0.0034 0.067 0.086 0.070 New Glasgow 0.099 0.18 0.077 0.12 0.051 0.075 0.028 0.025 0.0074 0.0032 0.057 0.057 0.064 North Sydney 0.105 0.19 0.081 0.12 0.053 0.075 0.029 0.024 0.0076 0.0032 0.061 0.067 0.068

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Pictou 0.098 0.17 0.076 0.12 0.050 0.073 0.028 0.024 0.0074 0.0031 0.057 0.053 0.064 Port Hawkesbury 0.102 0.21 0.079 0.13 0.052 0.080 0.028 0.026 0.0076 0.0032 0.059 0.076 0.066 Springhill 0.118 0.21 0.085 0.14 0.054 0.077 0.029 0.026 0.0077 0.0034 0.070 0.085 0.071 Stewiacke 0.107 0.21 0.081 0.14 0.053 0.081 0.029 0.027 0.0077 0.0032 0.062 0.085 0.068 Sydney 0.108 0.19 0.083 0.13 0.054 0.077 0.029 0.024 0.0077 0.0034 0.063 0.070 0.070 Tatamagouche 0.103 0.18 0.079 0.12 0.052 0.073 0.028 0.025 0.0076 0.0032 0.061 0.056 0.066 Truro 0.105 0.21 0.080 0.14 0.052 0.079 0.029 0.026 0.0076 0.0032 0.061 0.076 0.067 Wolfville 0.118 0.22 0.086 0.14 0.055 0.080 0.030 0.026 0.0078 0.0034 0.069 0.088 0.071 Yarmouth 0.137 0.22 0.094 0.14 0.057 0.083 0.030 0.027 0.0078 0.0034 0.082 0.082 0.075

Prince Edward Island

0.15 0.103

0.11

0.028

0.0074

0.0032

Charlottetown 0.077 0.051 0.070 0.024 0.060 0.049 0.066 Souris 0.091 0.14 0.073 0.11 0.049 0.067 0.027 0.023 0.0071 0.0031 0.052 0.044 0.062 Summerside 0.133 0.17 0.089 0.12 0.055 0.074 0.029 0.026 0.0076 0.0032 0.082 0.050 0.075 Tignish 0.135 0.19 0.090 0.13 0.056 0.077 0.030 0.027 0.0076 0.0032 0.083 0.055 0.076

Newfoundland

0.17 0.098

0.12

0.029

0.0076

0.0032

Argentia 0.079 0.052 0.074 0.024 0.056 0.060 0.066 Bonavista 0.083 0.16 0.067 0.11 0.045 0.072 0.025 0.024 0.0065 0.0028 0.047 0.056 0.056 Buchans 0.077 0.13 0.064 0.090 0.044 0.058 0.024 0.020 0.0064 0.0028 0.043 0.044 0.054 Cape Harrison 0.125 0.22 0.087 0.17 0.052 0.082 0.028 0.027 0.0071 0.0031 0.074 0.079 0.068 Cape Race 0.108 0.20 0.085 0.14 0.055 0.084 0.030 0.027 0.0080 0.0034 0.062 0.071 0.071 Channel-Port aux

Basques

0.14 0.088 0.10 0.071

0.064 0.048

0.022 0.026

0.0068

0.0030

0.048 0.050

0.059

Corner Brook 0.074 0.12 0.062 0.087 0.043 0.056 0.024 0.019 0.0062 0.0027 0.042 0.043 0.052

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Gander 0.077 0.14 0.064 0.10 0.044 0.065 0.024 0.022 0.0064 0.0027 0.044 0.047 0.054 Grand Bank 0.115 0.19 0.090 0.13 0.057 0.079 0.031 0.025 0.0081 0.0035 0.067 0.063 0.074 Grand Falls 0.076 0.13 0.064 0.093 0.044 0.061 0.024 0.020 0.0064 0.0027 0.043 0.045 0.054 Happy Valley-Goose

Bay

0.13 0.067 0.091 0.050

0.057 0.032

0.020 0.017

0.0044

0.0018

0.045 0.039

0.040

Labrador City 0.067 0.095 0.052 0.076 0.035 0.048 0.019 0.019 0.0047 0.0020 0.038 0.036 0.042 St. Anthony 0.073 0.14 0.057 0.10 0.038 0.065 0.021 0.022 0.0053 0.0022 0.041 0.048 0.047 St. John's 0.090 0.17 0.073 0.12 0.049 0.076 0.027 0.025 0.0071 0.0031 0.052 0.057 0.062 Stephenville 0.077 0.12 0.064 0.091 0.044 0.058 0.025 0.020 0.0064 0.0028 0.044 0.043 0.054 Twin Falls 0.064 0.095 0.047 0.068 0.030 0.040 0.016 0.016 0.0040 0.0017 0.037 0.036 0.036 Wabana 0.089 0.17 0.072 0.12 0.048 0.075 0.027 0.025 0.0071 0.0031 0.051 0.056 0.060 Wabush 0.067 0.095 0.052 0.077 0.035 0.048 0.019 0.019 0.0047 0.0020 0.039 0.036 0.042

Yukon

0.27 0.446

0.20 0.364

0.13 0.233

0.076 0.122

0.043

0.016

Aishihik 0.218 0.14 0.255 Dawson 0.396 0.54 0.277 0.34 0.168 0.17 0.087 0.094 0.030 0.012 0.185 0.25 0.174 Destruction Bay 1.54 0.73 1.15 0.49 0.666 0.27 0.330 0.15 0.119 0.038 0.693 0.33 0.816 Faro 0.271 0.21 0.189 0.13 0.122 0.067 0.067 0.040 0.023 0.0091 0.126 0.11 0.125 Haines Junction 0.973 0.72 0.691 0.47 0.398 0.27 0.193 0.15 0.066 0.022 0.467 0.33 0.452 Snag 0.502 0.61 0.394 0.40 0.254 0.22 0.138 0.12 0.052 0.019 0.242 0.28 0.294 Teslin 0.284 0.19 0.202 0.11 0.129 0.065 0.073 0.041 0.025 0.0096 0.133 0.099 0.138 Watson Lake 0.304 0.45 0.214 0.26 0.125 0.12 0.061 0.067 0.020 0.0077 0.142 0.22 0.123 Whitehorse 0.334 0.22 0.258 0.15 0.170 0.10 0.094 0.060 0.033 0.012 0.154 0.11 0.184

Northwest Territories

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Aklavik 0.475 0.18 0.321 0.12 0.183 0.060 0.089 0.035 0.029 0.011 0.225 0.11 0.199 Echo Bay / Port Radium 0.052 0.095 0.038 0.057 0.031 0.026 0.020 0.009 0.0068 0.0031 0.030 0.036 0.032 Fort Good Hope 0.257 0.15 0.197 0.10 0.128 0.059 0.068 0.036 0.024 0.0091 0.119 0.080 0.127 Fort McPherson 0.476 0.44 0.354 0.27 0.211 0.13 0.103 0.078 0.035 0.013 0.225 0.21 0.223 Fort Providence 0.055 0.095 0.044 0.057 0.037 0.026 0.023 0.011 0.0077 0.0035 0.031 0.036 0.038 Fort Resolution 0.052 0.095 0.032 0.057 0.017 0.026 0.0072 0.008 0.0015 0.0008 0.030 0.036 0.021 Fort Simpson 0.154 0.11 0.134 0.080 0.090 0.047 0.047 0.029 0.016 0.0062 0.072 0.059 0.083 Fort Smith 0.052 0.095 0.031 0.057 0.016 0.026 0.0065 0.008 0.0013 0.0007 0.030 0.036 0.021 Hay River 0.053 0.095 0.034 0.057 0.025 0.026 0.016 0.008 0.0056 0.0025 0.031 0.036 0.028 Holman/ Ulukhaqtuuq

0.095 0.053

0.057 0.032

0.027 0.019

0.009 0.0097

0.0030

0.0014

0.036 0.031

0.023

Inuvik 0.308 0.10 0.223 0.069 0.139 0.041 0.072 0.026 0.025 0.0094 0.145 0.060 0.149 Mould Bay 0.066 0.32 0.051 0.16 0.032 0.084 0.017 0.024 0.0041 0.0018 0.036 0.16 0.040 Norman Wells 0.688 0.51 0.445 0.31 0.238 0.16 0.105 0.086 0.031 0.011 0.340 0.24 0.256 Rae-Edzo 0.052 0.095 0.036 0.057 0.029 0.026 0.019 0.008 0.0065 0.0030 0.030 0.036 0.031 Tungsten 0.325 0.51 0.238 0.31 0.143 0.16 0.070 0.087 0.023 0.0089 0.153 0.24 0.145 Wrigley 0.653 0.51 0.421 0.31 0.224 0.15 0.099 0.082 0.029 0.010 0.319 0.24 0.241 Yellowknife 0.052 0.095 0.032 0.057 0.017 0.026 0.0070 0.008 0.0015 0.0008 0.030 0.036 0.021

Nunavut Alert 0.145 0.095 0.083 0.057 0.044 0.027 0.021 0.009 0.0049 0.0020 0.091 0.036 0.062 Arctic Bay 0.111 0.16 0.080 0.12 0.052 0.081 0.028 0.028 0.0071 0.0031 0.066 0.053 0.066 Arviat / Eskimo Point 0.054 0.095 0.037 0.057 0.022 0.026 0.0097 0.008 0.0021 0.0011 0.031 0.036 0.025 Baker Lake 0.068 0.095 0.048 0.057 0.029 0.027 0.014 0.008 0.0031 0.0014 0.039 0.036 0.035

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Climatic Data

Seismic Data (1)


PGA

PGA PGV

Cambridge Bay/Iqaluktuuttiaq

0.095 0.059

0.057 0.041

0.026 0.025

0.008 0.012

0.0025

0.0013

0.036 0.034

0.030

Chesterfield Inlet/Igluligaarjuk

0.14 0.081

0.077 0.054

0.044 0.031

0.012 0.015

0.0034

0.0015

0.048 0.047

0.042

Clyde River /Kanngiqtugaapik

0.49 0.306

0.32 0.186

0.18 0.104

0.058 0.053

0.015

0.0056

0.24 0.195

0.162

Coppermine (Kugluktuk) 0.053 0.095 0.031 0.057 0.016 0.026 0.0066 0.008 0.0013 0.0007 0.031 0.036 0.021 Coral Harbour /Salliq 0.103 0.20 0.064 0.10 0.035 0.056 0.016 0.015 0.0037 0.0015 0.062 0.10 0.048 Eureka 0.173 0.29 0.107 0.13 0.066 0.071 0.036 0.022 0.0096 0.0042 0.110 0.15 0.091 Iqaluit 0.087 0.12 0.065 0.093 0.043 0.059 0.023 0.020 0.0058 0.0025 0.051 0.036 0.052 Isachsen 0.259 0.36 0.173 0.21 0.105 0.10 0.056 0.034 0.017 0.0063 0.163 0.15 0.161 Nottingham Island 0.109 0.20 0.060 0.10 0.031 0.054 0.014 0.015 0.0030 0.0014 0.068 0.10 0.044 Rankin Inlet (Kangiqiniq) 0.064 0.095 0.045 0.057 0.027 0.031 0.013 0.009 0.0028 0.0014 0.036 0.036 0.034 Resolute 0.194 0.30 0.107 0.15 0.059 0.083 0.030 0.025 0.0074 0.0031 0.125 0.15 0.086 Resolution Island 0.203 0.40 0.123 0.21 0.069 0.11 0.035 0.033 0.0092 0.0038 0.128 0.20 0.102

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Note to Table [A-2] C-2.:

(1) Refer to the Commentary on Design for Seismic Effects in the Structural Commentaries on the National Building Code of Canada 2010 for more detailed data on seismic parameters in selected metropolitan areas.

RATIONALE

Problem The introductory paragraph and seismic hazard values in Table C-2 of NBC 2010 do not reflect current knowledge of seismic hazard across the country.

Justification - Explanation A major effort on the part of SCED has resulted in much improved estimates of seismic hazard across the country. This is the first major update of the seismic hazard model in Canada in 20 years, and will bring the NBC in line with modern seismic hazard maps used in building codes in the United States and other jurisdictions.

For most locales, the new GMPEs are the most significant reason for changes in the hazard results from 2010. The values have also changed as a result of inclusion of Cascadia subduction source probabilistically to seismic hazard for areas of western Canada and the explicit inclusion of fault sources such as those in Haida Gwaii and the Yukon.

In some localities in western Canada, affected by the Cascadia subduction zone, it has been determined that the current code values are not conservative, and may not achieve the desired level of earthquake safety for some types of structures. The proposed code changes will rectify these issues.

Cost implications In some location the assessed hazard has gone up and in other areas it has gone down. In areas where the assessed hazard has gone up, the cost implications are unavoidable as they are required for seismic safety. There may be cost increase or decrease of the order of 1% of the overall cost of the building wherever the estimated hazard has changed.


Who is affected Building officials, Consultants, Contractors and Building Owners


N/A


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Committee: Executive Committee (43.5.3) Last modified: 2014-06-19 Page: 1/2

Proposed Change 841 Code Reference(s): NECB11 Div.A 1.4.1.2.(1) Subject: NECB Definitions Title: Adding NBC defined term storage garage to NECB

PROPOSED CHANGE

[1.4.1.2.] 1.4.1.2. Defined Terms [1] 1) The words and terms in italics in this Code shall have the following meanings:

Storage garage* means a building or part thereof intended for the storage or parking of motor vehicles and containing no provision for the repair or servicing of such vehicles. (See Appendix A.)

A-1.4.1.2.(1) Defined Terms. Building Envelope Application Several types of spaces can be unconditioned and thus need to be treated differently, e.g., mechanical rooms, crawl spaces, garages, loading docks. There is also a need to consider components that separate spaces that are conditioned to substantially different temperatures (e.g., swimming pools, skating rinks).

Gross Lighted Area Gross lighted area cannot be tied to the building envelope because the building envelope relates only to conditioned space. Gross lighted area is used in the calculation of interior lighting power allowance, which includes all interior lighting, whether the space is conditioned or not, and some lighting of exterior spaces; lighting in elevator and service shafts, if provided at all, is not factored in since it would not have a significant impact on the interior lighting power allowance.

Interior Lighting

Building envelope Given the definition of building envelope, Clause (a) of the definition of interior lighting applies to lighting of all conditioned spaces.

Other sheltered spaces Storage garages (parking garages), bus shelters and retail outlets (such as market stalls) are examples of interior spaces that are sheltered from the exterior environment and not necessarily conditioned where the interior lighting is intended only to illuminate that space. The illumination of a covered exterior walkway may be considered exterior lighting or interior lighting, depending on whether the lighting is intended to light the area around the walkway or only the walkway itself. If only the covered walkway is illuminated, limits for lighting interior corridors would apply.

Overall Thermal Transmittance (U-value)

The overall thermal transmittance, U-value in W/(m2·K), is the inverse of the effective RSI in m2·K/W. To convert RSI to an imperial R-value, use 1 m2·K/W = 5.678263 h·ft2·°F/Btu.

Service Room Typical examples of service rooms include boiler rooms, furnace rooms, incinerator rooms, garbage-handling rooms, and rooms to accommodate air-conditioning or heating appliances, pumps, compressors and electrical equipment. Rooms such as elevator machine rooms and common laundry rooms are not considered to be service rooms.

Storage Garage

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Committee: Executive Committee (43.5.3) Last modified: 2014-06-19 Page: 2/2

Entrances at which vehicles stop for a short time beneath an unenclosed canopy to pick up and drop off passengers are not considered as storage garages.

Suite Tenancy in the context of the term “suite” applies to both rental and ownership tenure. In a condominium arrangement, for example, dwelling units are considered separate suites even though they are individually owned. In order to be of complementary use, a series of rooms that constitute a suite must be in reasonably close proximity to each other and have access to each other either directly by means of a common doorway or indirectly by a corridor, vestibule or other similar arrangement. The term “suite” does not apply to rooms such as service rooms, common laundry rooms and common recreational rooms that are not leased or under a separate tenure in the context of the Code. Similarly, the term “suite” is not normally applied in the context of buildings such as schools and hospitals, since the entire building is under a single tenure. However, a room that is individually rented is considered a suite. A warehousing unit in a mini-warehouse is a suite. A rented room in a nursing home could be considered as a suite if the room were under a separate tenure. A hospital bedroom, on the other hand, is not considered to be under a separate tenure, since the patient has little control of that space, even though he or she pays the hospital a per diem rate for the privilege of using the hospital facilities, which include the sleeping areas.

RATIONALE

Problem The NECB uses the terms "parking garage" and "storage garage" while the NBC uses only the defined term "storage garage". The use of the terms should be consistent since they mean the same thing.

Justification - Explanation Introduce the NBC defined term "storage garage" into the NECB, without change. All occurrences of parking garage in the NECB will be changed to storage garage (editorial).


Enforcement implications None.

Who is affected Designers, manufacturers, builders, specification writers and building officials.

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Committee: Energy Efficiency in Buildings Last modified: 2014-06-19 Page: 1/3

Proposed Change 883 Code Reference(s): NECB11 Div.B 4.3.1.3. Subject: NECB Part 4 Trade-off Path Title: Building Energy Estimation Methodology (BEEM) in the Lighting Trade-off

Path Description: The proposed change introduces an additional option for demonstrating

compliance with the lighting trade-off path.

PROPOSED CHANGE

[4.3.1.3.] 4.3.1.3. Compliance [1] --) The total annual energy consumption of interior lighting of the proposed building shall be calculated in

accordance with [a] --) Subsection 4.3.2., or [b] --) except as provided in Sentence (4), CSA C873.4, “Building Energy Estimation Methodology –

Part 4 – Energy Consumption for Lighting.”

[2] --) The maximum allowed annual energy consumption of interior lighting of the reference building shall be calculated in accordance with [a] --) Subsection 4.3.3., or [b] --) except as provided in Sentence (5), CSA C873.4, “Building Energy Estimation Methodology – Part 4 – Energy Consumption for Lighting.”

[3] 1) Interior lighting shall be deemed to comply with this Section where if the installed interior lighting energy (IILE) in the proposed building calculated in accordance with Subsection 4.3.2. is less than or equal to the interior lighting energy allowance (ILEA) calculated in accordance with Subsection 4.3.3. [a] --) the total annual energy consumption of interior lighting in the proposed building calculated in

accordance with Subsection 4.3.2. is less than or equal to the maximum allowed annual energy consumption of interior lighting in the reference building calculated in accordance with Subsection 4.3.3., or

[b] --) the total annual energy consumption of interior lighting in the proposed building calculated in accordance with CSA C873.4, “Building Energy Estimation Methodology – Part 4 – Energy Consumption for Lighting,” is less than or equal to the maximum allowed annual energy consumption of interior lighting in the reference building calculated in accordance with that same standard.

[4] --) Where the total annual energy consumption of interior lighting in the proposed building is calculated in accordance with CSA C873.4, “Building Energy Estimation Methodology – Part 4 – Energy Consumption for Lighting,” the following substitutions shall apply: [a] --) NECB Table 4.3.2.7.A. instead of CSA Table 8, [b] --) NECB Table 4.3.2.7.B. instead of CSA Table 9, [c] --) NECB Table 4.3.2.10.B. instead of CSA Table 16, and [d] --) NECB Articles 4.3.2.3. and 4.3.2.4. instead of CSA Clause 5.3.

[5] --) Where the maximum allowed annual energy consumption of interior lighting in the reference building is calculated in accordance with CSA C873.4, “Building Energy Estimation Methodology – Part 4 – Energy Consumption for Lighting,” the following qualifications shall apply: [a] --) the lighting power density for each space shall be determined using Table 4.2.1.6., and [b] --) NECB Sentences 4.3.3.7.(4) and (5) and Article 4.3.3.10. shall be used instead of CSA Clauses

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RATIONALE

Problem The existing trade-off path is limited in that it only includes one daylighting system (interior blinds) and is based on one location (for effect of available daylight hours).

Justification - Explanation Add the CSA C873 (BEEM) methodology for lighting as an additional option for demonstrating compliance with the trade-off path. The BEEM is more flexible and more accurate as it includes three daylighting systems (standard systems, light-directing systems and permanent shading systems) and three latitude ranges (30° to 45°, 45° to 60°, 60° to 75°). Due to the fact that the daylighting considerations for the existing trade-off path calculations are based on the analysis for the location Ottawa, the BEEM results are considered to be more suitable for locations that are much further North or South from Ottawa.

To better align with the existing trade-off path, some modifications were made in the application of BEEM under the new trade-off path.

While the absolute results of the BEEM calculation for estimating the energy use of a lighting system will not be identical to that of the existing trade-off path calculations, the two methods give similar relative results for compliance demonstration purposes when the proposed building’s lighting system energy use is compared against that of the reference building's. Thus, as long as the overall conclusion is the same, the methods are comparable. Based on calculations and validation, there is strong indication that the two methods are comparable.





[4.3.1.3.] -- ([1] --) [F94-OE1.1] [4.3.1.3.] -- ([2] --) [F94-OE1.1] [4.3.1.3.] 4.3.1.3. ([3] 1) [F94-OE1.1] [4.3.1.3.] -- ([4] --) [F94-OE1.1] [4.3.1.3.] -- ([5] --) [F94-OE1.1]

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Proposed Change 847 Code Reference(s): NECB11 Div.B Table 4.3.2.8.

NECB11 Div.B Table 4.3.2.10.B Subject: NECB Part 4 Trade-off Path Title: Tables 4.3.2.8. and 4.3.2.10.B. in Lighting Trade-off Path Description: The proposed change revises Tables 4.3.2.8. and 4.3.2.10.B. in the lighting

trade-off path to account for changes to the interior control requirements introduced in the prescriptive path.

PROPOSED CHANGE

Table [4.3.2.8.] 4.3.2.8. Raw Daylight Supply Factors for Rough Opening in Primary Sidelighted Area (1) , CDL,sup,raw,i


Design Illuminance, in lx (2)

Orientation of Fenestration Providing Sidelighting

North East South West

CDL,sup,raw,i (1)

300 0.72 0.72 0.74 0.73

500 0.59 0.62 0.66 0.64

750 0.50 0.55 0.60 0.57

1000 0.44 0.49 0.55 0.52

Notes to Table [4.3.2.8.] 4.3.2.8.:

(1) To determine the factor for combined primary plus secondary sidelighted areas, multiply the factor for the primary sidelighted area by 0.75.

(2) See Appendix A.

Table [4.3.2.10.] 4.3.2.10.B.

Factor to Account for Occupancy-Sensing Mechanism, Cocc,ctrl,i

Forming part of Sentences 4.3.2.10.(1) and 4.3.3.10.(1)

Occupancy-Sensing Mechanism Cocc,ctrl,i

Manual 0.30 (on/off or bi-level)

Automatic 0.67 full off (full on)

Automatic full off (restricted to manual on or automatic partial on) 0.75

Automatic partial off (restricted to manual on) 0.34

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RATIONALE

Problem The trade-off path must align with the prescriptive path requirements.

Justification - Explanation To account for the energy impact of new control types and their application in the prescriptive path, changes were required in the trade-off path. New occupancy-sensing mechanisms and factors were introduced in Table 4.3.2.10.B. A new adjustment factor was added to Table 4.3.2.8. for combined primary and secondary daylighted areas. The factors to Account for Occupancy-Sensing Mechanism in 4.3.2.10.B are based on available case study and research data and account for the variability based on space types, occupancy types, and building types. The committee used expert knowledge, experience and judgment when specific data was not available for a particular application.





N/A

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Proposed Change 840 Code Reference(s): NECB11 Div.B Table 4.3.2.10.A Subject: NECB Part 4 Trade-off Path Title: Table 4.3.2.10.A in Lighting Trade-off Path Description: The proposed change adds new space types and their corresponding

relative absence and personal control values and reorders or renames space types in Table 4.3.2.10.A. in order to harmonize the space type categories with changes in similar Part 4 tables.


PCF 585, PCF 839

PROPOSED CHANGE

Table [4.3.2.10.] 4.3.2.10.A. Factors for Relative Absence of Occupants and Personal Control According to Space Type

Forming part of Sentences 4.3.2.10.(1) and (2) and 4.3.3.10.(1)

Common Space Types

Space Types

Factors

Relative Absence of Occupants, CA,i

Personal Control, Cpers,ctrl,i

Atrium

0

0 first 13 m≤ to 12 m in height height above 13 m 0 > 12 m in height 0

Audience seating area – permanent

0.3

0 for auditorium for convention centre 0 0.2

0 for gymnasium 0 for motion picture theatre 0 0

0 for penitentiary 0 for performing arts theatre 0 0 for religious building 0 0.3

0 for sports arena 0 0 other 0

0 Banking activity area and offices 0

Classroom/lecture/training 0.5 0

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for penitentiary 0 0.5 other 0 0.5

Computer/server room 0 0.7

Conference area/meeting/multi-purpose 0.5 0

0 Confinement cell 0

Copy/print room 0 0.2

Corridor/transition area

0

0 for care occupancy designed to ANSI/IES RP-28 (used primarily by residents)

0 for hospital 0 0 for manufacturing facility 0 0 other 0

≥ 2.4 m wide 0 0 < 2.4 m wide 0 0

Courtroom 0 0.2

Dining area

0

0 for bar lounge/leisure dining 0 for cafeteria or fast-food dining 0

for care occupancy designed to ANSI/IES RP-28

(used primarily by residents) 0

0

for family dining 0 0 0 for penitentiary 0

other 0 0

Dressing/fitting room for performing arts theatre 0.4

Electrical/Mechanical

0

area 0.9 room 0

Emergency vehicle garage 0 0.5

Food preparation area 0 0

0 Guest room 0

Laboratory

0.4

0.1 for classrooms for medical/industrial/research 0 other 0

0 Laundry/washing area 0

Lobby

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for care occupancy designed to ANSI/IES RP-28

(used primarily by residents) 0

0

for elevator 0 0 0 for hotel 0

for motion picture theatre 0 0 for performing arts theatre 0 0 other 0 0

Locker room 0.5 0

Lounge/recreation areabreak room 0 0 0 for healthcare facility 0 0 other 0

Office

0.3

0.1 enclosed open plan 0.2 0.1

Parking area, interior 0 0.4

0 Pharmacy area 0

Sales area 0 0

0 Seating area, general 0

Stairway 0 0

0 Stairwell 0

Storage area 0.6 room 0

0 Vehicular maintenance area 0

Washroom 0.5 0 for care occupancy designed to ANSI/IES RP-28

(used primarily by residents) 0.5

0

other 0 0.5

Workshop 0 0

Building-Specific Space Types

Space Types

Factors

Relative Absence of Occupants, CA,i

Personal Control, Cpers,ctrl,i

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Automotive – repair garage 0 0

Bank – banking activity area and offices 0 0

Care occupancy designed to ANSI/IES RP-

28 chapel (used primarily by residents)

recreation room (used primarily by residents)

0.5

0.2

0

0

Convention

centre

audience

seating

0 0.2

0 0

Courthouse/Police station/Penitentiary

0.2

0 courtroom confinement cell 0 0 judges' chambers 0.3 0.1 penitentiary – audience seating 0 0 penitentiary – classroom 0.5 0 penitentiary – dining 0

Dormitory – living quarters

0

0 0

Fire station 0 – sleeping quarters 0 engine room 0.5 0 sleeping quarters 0

Gymnasium/Fitness centre

0

0

0 fitnessexercise area gymnasium – audience seating 0 play

0 ing 0 area 0

Hospital Healthcare facility

0

0 corridor/transition area ≥ 2.4 m wide corridor/transition area < 2.4 m wide 0 0 emergency 0 exam/treatment

0 0.3 room 0 0 imaging room 0

laundry – washing 0 0 lounge/recreation 0 medical supply

0 0.5 room 0

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nursery 0 0 nurses' station 0 0 operating room 0.1 0 patient room 0.1 0.1 pharmacy 0 physical therapy

0 0.2 room 0

radiology/imaging 0 recovery

0 0 room 0

Hotel/Motel

0

0 hotel dining hotel guest rooms 0 0 hotel lobby 0 0 highway lodging dining 0 0 highway lodging guest rooms 0

Library

0

0

0 reading area card file and cataloging

0 0 stacks 0 0

Manufacturing facility

0

0 corridor/transition area ≥ 2.4 m wide corridor/transition area < 2.4 m wide 0 detailed manufacturing

0 0 area 0

equipment room 0.2 0 extra high bay (> 15 m floor-to-ceiling height) 0 0 high bay (7.5 m to 15 m floor-to-ceiling height) 0 0 low bay (< 7.5 m floor-to-ceiling height) 0 0

Museum

0.2

0 general exhibition

restoration

area 0.3 room 0

Performing arts theatre – dressing room 0 0.4

Parking garage – garage area 0.4

Post office – sorting area

0

0 0

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Religious building

0.3

0 fellowship hall audience seating

0.3 0 worship/pulpit,/ choir 0.1 0

Retail

0.4

0 dressing/fitting room mall concourse 0 0 sales area 0

Sports arena

0 – playing area

0

0 audience seating court sports area – class 4 0 IV facility 0 court sports area – class 3 0 III facility 0 court sports area – class 2 0 II facility 0 court sports area – class 1 0 I facility 0 ring sports area 0

Transportation

0 facility

0

0 air/train/bus – baggage/carousel

airport

area – 0 concourse 0

seating area 0 terminal

0 – 0 ticket counter 0

Warehouse

0.5

0 fine material storage

medium

small hand-carried items to /bulky material 0.5 palletized items 0

medium/bulky material with permanent shelving that 0.5 0

is > 60% of ceiling height

RATIONALE

Problem Space type categories in Table 4.3.2.10.A. (Part 4 trade-off path) do not align with similar Part 4 tables that were changed in the 2013 public review proposed changes.

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Justification - Explanation Add new space types and their corresponding relative absence and personal control values and reorder or rename space types in Table 4.3.2.10.A. (Part 4 trade-off path) in order to harmonize the space type categories with changes made in similar Part 4 tables.





N/A

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Committee: Energy Efficiency in Buildings (SCEEB 2011-08 8.08.06) Last modified: 2014-06-17 Page: 1/6

Proposed Change 831 Code Reference(s): NECB11 Div.B 5.2.2.8. Subject: Heating, Ventilating and Air-conditioning Systems - Other Title: Cooling by Direct Use of Outdoor Air (Air Economizer System) Description: The proposed change is intended to give guidance on how to apply a

fixed dry bulb control strategy for air economizers. Related Code Change Request(s):

CCR 772

EXISTING PROVISION

5.2.2.8. Cooling by Direct Use of Outdoor Air (Air Economizer System) 1) HVAC systems that use less mechanical cooling energy by direct use of outdoor air shall be capable of

mixing return air with up to 100% outdoor air to produce the temperature required to condition the space. (See Appendix A.)

2) Systems described in Sentence (1) shall be designed to automatically revert to the minimum outdoor airflow required for acceptable indoor air quality as prescribed by the NBC, when either the return air temperature is less than the outdoor air temperature or the return air enthalpy is less than the outdoor air enthalpy. (See Appendix A.)

3) Except as provided in Sentence (6), systems described in Sentence (1) shall be designed to mix outdoor air and return air to a temperature as near as possible to that required to condition the space, even when mechanical cooling is provided.

4) Systems described in Sentence (1) with cooling capacities of 70 kW or more shall incorporate cooling equipment that can operate at less than full capacity, with the lowest stage providing no more than 25% of the full capacity of each system.

5) Systems described in Sentence (1) with cooling capacities of more than 25 kW but less than 70 kW shall incorporate cooling equipment that can operate at less than full capacity, with the lowest stage providing no more than 50% of the full capacity of each system.

6) Direct expansion HVAC systems are permitted to include controls to reduce the quantity of outdoor air at the lowest stage of cooling equipment output as necessary to permit proper operation of the equipment. (See Appendix A.)

A-5.2.2.8.(1) High-Limit Shut-off. All air economizers should be capable of automatically reducing outdoor air intake to the design minimum outdoor air quantity when outdoor air intake no longer reduces cooling energy usage. Table A-5.2.2.8.(1) shows the high-limit shutoff settings for different types of air economizers.

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Table A-5.2.2.8.(1) High-Limit Shut-off (HLSO) Control Settings for Air Economizers

Type of HLSO

Control (1)

Conditions at which Air Economizer Turns Off

Equation (2) Description

Fixed dry bulb TOA > 24°C (dry climate)

Outdoor air temperature exceeds 24°C

TOA > 18°C (humid climate)


Differential dry bulb TOA > TRA Outdoor air temperature exceeds return air temperature

Electronic enthalpy (3) (TOA,RHOA) > A Outdoor air temperature/RH exceeds the “A” setpoint curve (4)

Differential enthalpy hOA > hRA Outdoor air enthalpy exceeds return air enthalpy

Dew-point and dry-bulb temperatures

DPoa > 18°C or Toa > 24°C

Outdoor air dry bulb exceeds 24°C or outside dew point exceeds 13°C (65 gr/lb)

Notes to Table A-5.2.2.8.(1):

(1) Fixed enthalpy is a prohibited type of control for the climate zones to which the NECB applies, namely zones 4 to 8.

(2) TOA = temperature outdoor air; TRA = temperature return air; hOA = enthalpy outdoor air; RHOA = relative humidity outdoor air; hRA = enthalpy return air; DPOA = dew point outdoor air

(3) Electronic enthalpy controls use a combination of humidity and dry-bulb temperature in their switching algorithm.

(4) Setpoint “A” corresponds to a curve on the psychrometric chart that goes through a point at approximately 24°C and 40% relative humidity and is nearly parallel to dry-bulb lines at low humidity levels and nearly parallel to enthalpy lines at high humidity levels.

A-5.2.2.8.(2) Outdoor Air Intake for Acceptable Indoor Air Quality. Outdoor air requirements for acceptable indoor air quality are covered in Part 6 of Division B of the NBC.

A-5.2.2.8.(6) Controls to Allow Proper Operation of Direct Expansion Systems. Preventing frost build-up on coils is an example of how the controls referred to in Sentence 5.2.2.8.(6) enable the proper operation of the equipment.

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PROPOSED CHANGE

[5.2.2.8.] 5.2.2.8. Cooling by Direct Use of Outdoor Air (Air Economizer System) [1] 1) HVAC systems that use less mechanical cooling energy by direct use of outdoor air shall be capable of

mixing return air with up to 100% outdoor air to produce the temperature required to condition the space. (See Appendix A.)

[2] 2) Systems described in Sentence (1) shall be designed to automatically revert to the minimum outdoor airflow required for acceptable indoor air quality as prescribed by the NBC, when either the return air temperature is less than the outdoor air temperature or the return air enthalpy is less than the outdoor air enthalpy. (See Appendix A.)

[3] 3) Except as provided in Sentence (6), systems described in Sentence (1) shall be designed to mix outdoor air and return air to a temperature as near as possible to that required to condition the space, even when mechanical cooling is provided.

[4] 4) Systems described in Sentence (1) with cooling capacities of 70 kW or more shall incorporate cooling equipment that can operate at less than full capacity, with the lowest stage providing no more than 25% of the full capacity of each system.

[5] 5) Systems described in Sentence (1) with cooling capacities of more than 25 kW but less than 70 kW shall incorporate cooling equipment that can operate at less than full capacity, with the lowest stage providing no more than 50% of the full capacity of each system.

[6] 6) Direct expansion HVAC systems are permitted to include controls to reduce the quantity of outdoor air at the lowest stage of cooling equipment output as necessary to permit proper operation of the equipment. (See Appendix A.)

A-5.2.2.8.(1) High-Limit Shut-off. All air economizers should be capable of automatically reducing outdoor air intake to the design minimum outdoor air quantity when outdoor air intake no longer reduces cooling energy usage. Table A-5.2.2.8.(1) shows the high-limit shutoff settings for different types of air economizers.

Table [A-5.2.2.8.(1)] A-5.2.2.8.(1)

High-Limit Shut-off (HLSO) Control Settings for Air Economizers

Type of HLSO

Control (1) Equation


(2) Description

TOA > 24°C (dry Fixed dry bulb climate)


TOA > TRA Differential dry bulb

Electronic enthalpy

Outdoor air temperature exceeds return air temperature

(TOA,RHOA) > A (3) Outdoor air temperature/RH exceeds the “A” setpoint(4)

curve

hOA > hRA Differential enthalpy Outdoor air enthalpy exceeds return air enthalpy

Dew-point and dry-bulb

DPoa > 18°C or Toa > 24°C temperatures

Outdoor air dry bulb exceeds 24°C or outside dew point

exceeds 13°C (65 gr/lb)

Notes to Table [A-5.2.2.8.(1)] A-5.2.2.8.(1):

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(1) Fixed enthalpy is a prohibited type of control for the climate zones to which the NECB applies, namely zones 4

to 8.

(2) TOA = temperature outdoor air; TRA = temperature return air; hOA = enthalpy outdoor air; RHOA = relative humidity outdoor air; hRA = enthalpy return air; DPOA = dew point outdoor air



A-5.2.2.8.(2) Outdoor Air Intake for Acceptable Indoor Air Quality. Outdoor air requirements for acceptable indoor air quality are covered in Part 6 of Division B of the NBC.

High-Limit Shut-off All air economizers should be capable of automatically reducing outdoor air intake to the design minimum outdoor air quantity when outdoor air intake no longer reduces cooling energy usage. Table A-5.2.2.8.(12) shows the high-limit shutoff settings for different types of air economizers.

Table [A-5.2.2.8.(2)] A-5.2.2.8.(1) High-Limit Shut-off (HLSO) Control Settings for Air Economizers

Type of HLSO

Control (1)


Equation (2) Description

Fixed dry bulb

TOA > (3)

Tsetpoint24°C (dry climate) where 21°C ≤ Tsetpoint ≤ 24°C


Differential dry bulb

Outdoor air temperature exceeds HLSO set-point temperature of air economizer

TOA > TRA Outdoor air temperature exceeds return air temperature

Electronic enthalpy (4)

(TOA,RHOA) > A Outdoor air temperature/RH exceeds the “A” setpoint curve (5)

Differential enthalpy

hOA > hRA Outdoor air enthalpy exceeds return air enthalpy

Dew-point and dry-bulb temperatures

DPoa > 18°C or Toa

> 24°C Outdoor air dry bulb exceeds 24°C or outside dew point exceeds 13°C (65 gr/lb)

Notes to Table [A-5.2.2.8.(2)] A-5.2.2.8.(1):

(1) Fixed enthalpy is a prohibited type of control for the climate zones to which the NECB applies, namely zones 4 to 8.

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(2) TOA = temperature outdoor air; TRA = temperature return air; hOA = enthalpy outdoor air; RHOA = relative

humidity outdoor air; hRA = enthalpy return air; DPOA = dew point outdoor air

(3) Air economizer systems should have an adjustable HLSO setpoint range between 21°C and 24°C so that energy consumption for cooling can be minimized based on the building’s location: air economizers in buildings in locations with a higher relative humidity during the cooling season would require a lower HLSO setting approaching 21°C, while those in drier locations would use an HLSO setting approaching 24°C.





RATIONALE

Problem The dew point temperature equation in the appendix lacks clarity. Therefore it is unclear how to determine whether a high-limit shutoff of 24°C or 18°C should be set for fixed dry bulb controls or air economizers. The NECB does not state which locations are in “dry” and “humid” climates.

Justification - Explanation The proposed change addresses a code change request on clarity of the appendix note and provides improved guidance on high limit shut-off (HLSO) control set points for air economizers.

The range of outside air temperatures to be used for HLSO set points of air economizers with fixed dry bulb control has been updated to reflect ASHRAE 90.1 thermal criteria. Also, the equation provides guidance to users on the efficient set point range for canadian climates.

Cost implications none


Who is affected Designers, manufacturers, builders, specification writers and building officials


[5.2.2.8.] 5.2.2.8. ([1] 1) [F95-OE1.1] [5.2.2.8.] 5.2.2.8. ([2] 2) [F95-OE1.1] [5.2.2.8.] 5.2.2.8. ([3] 3) [F95-OE1.1] [5.2.2.8.] 5.2.2.8. ([4] 4) [F95-OE1.1] [5.2.2.8.] 5.2.2.8. ([5] 5) [F95-OE1.1] [5.2.2.8.] 5.2.2.8. ([6] 6) no attributions

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Proposed Change 830 Code Reference(s): NECB11 Div.B 5.2.3.

NECB11 Div.B 8.4.4.16. Subject: Heating, Ventilating and Air-conditioning Systems - Other Title: Demand Control Ventilation of semi-heated or parking garages Description: Creates a Part 5 requirement for demand-based controls of ventilation in

some spaces where fuel-powered vehicles and mobile equipment are used. Replaces related requirement in Part 8 with a reference to the prescriptive requirement.

EXISTING PROVISION

5.2.3. Fan System Design

5.2.3.1. Application 1) Except for equipment covered by Article 5.2.12.1. and whose minimum performance includes fan

energy, this Subsection applies to all fan systems a) that are used for comfort heating, ventilating or air-conditioning, or any combination thereof,

and b) for which the total of all fan motor nameplate ratings is 10 kW or more (see A-5.2.3.1.(2) in

Appendix A).

2) For the purposes of this Subsection, the power demand of a fan system shall be the sum of the demand of all fans required to operate at design conditions to supply air to the conditioned space. (See Appendix A.)

5.2.3.2. Constant-Volume Fan Systems

1) Where fans produce a constant airflow rate whenever the system is operating, the power demand required by the motors for the combined supply and return fan system at design conditions shall not exceed 1.6 W per L/s of supply air delivered to the conditioned space, calculated using the following equation:

where

W = power demand, in watts,

F = design flow rate, in L/s,

SP = design static pressure across the fan, in Pa, and

η = combined fan-drive-motor efficiency, expressed as a decimal fraction.

(See Appendix A.)

5.2.3.3. Variable-Air-Volume Fan Systems 1) For fan systems through which airflow varies automatically as a function of load, the power demand

required by the motors for the combined supply and return fan system, as calculated using the equation

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in Sentence 5.2.3.2.(1), shall not exceed 2.65 W per L/s of supply air delivered to the conditioned space at design conditions. (See Appendix A.)

2) In variable-air-volume systems, any individual supply, relief or return fan with a power demand greater than 7.5 kW and less than 25 kW, as calculated using the equation in Sentence 5.2.3.2.(1), shall incorporate controls and devices such that, if air delivery volume is reduced to 50% of design air volume, the corresponding fan power demand will be no more than 55% of design wattage, based on the manufacturer‘s test data.

3) In variable-air-volume systems, any individual supply, relief or return fan with a power demand equal to or greater than 25 kW, as calculated using the equation in Sentence 5.2.3.2.(1), shall incorporate controls and devices necessary to prevent the fan motor from demanding more than 30% of design wattage at 50% of design air volume, based on the manufacturer’s test data.

A-5.2.3.1.(2) Fan System Design. Although the allowed maximum power demand of a fan system is based solely on the supply airflow, the calculation of actual power demand includes supply fans, return fans, relief fans, and fans for series fan-powered boxes, but not parallel-powered boxes or exhaust fans such as bathroom or laboratory exhausts.

A-5.2.3.2.(1) Constant-Volume Fan Systems. This type of system includes bypass variable-air-volume systems in which the airflow through the fan is not varied. Both supply and return fans must be accounted for, but not exhaust fans.

The power demand of the motors refers to the power drawn by the motors and not their nameplate rating.

A-5.2.3.3.(1) Variable-Air-Volume Fan Systems. The power demand of supply, relief and return fans—but not that of exhaust fans—must be accounted for in Sentence 5.2.3.2.(1). The power demand of fans for series-fan-powered boxes—but not that of fans in parallel-fan-powered boxes—must be accounted for in Sentence 5.2.3.2.(1). The power demand of the motors refers to the power drawn by the motors and not their nameplate rating.

8.4.4.16. Outdoor Air 1) Except as provided in Sentence (2), the outdoor air ventilation rates for the reference building shall be

modeled as being identical to those determined for the proposed building in Sentence 8.4.3.7.(1).

2) Except for heated parking garages, demand control ventilation strategies shall not be modeled in the reference building.

PROPOSED CHANGE

[5.2.3.] 5.2.3. Fan System Design

[5.2.3.1.] 5.2.3.1. Application

[5.2.3.2.] 5.2.3.2. Constant-Volume Fan Systems

[5.2.3.3.] 5.2.3.3. Variable-Air-Volume Fan Systems

[5.2.3.4.] --- Demand Control Ventilation Systems [1] --) Enclosed semi-heated spaces or conditioned spaces where fuel-powered vehicles or mobile fuel-

powered equipment or appliances are intermittently used shall be provided with sensors and demand control ventilation systems capable of limiting the expected air contaminants to acceptable levels by [a] --) staging the ventilation fans, or

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[b] --) modulating the outdoor airflow rates. (See Appendix A.)

A-5.2.3.4.(1) Demand Control Ventilation Systems. Examples of enclosed spaces targeted by Sentence 5.2.3.4.(1) are indoor sports arenas where fuel-powered equipment is used for maintenance of the play area (such as an ice-surfacing vehicle in an ice-rink arena), warehouses with propane- fueled forklifts, and heated indoor parking garages. In such spaces, contaminant levels are often controlled through on-and-off staging of a dedicated fan system. However, some ventilation systems use variable-speed fans to modulate between a set minimum (which can be as low as 0 when the contaminant levels are low enough) and the peak airflow rates needed to control the levels of contaminant in the air. Air contaminants generally controlled by such systems are carbon monoxide (CO) and nitrous oxides (NOx), depending on the type of fuel used. Spaces where fuel-powered vehicles or mobile fuel-powered equipment or appliances are used on a semi-continuous basis (e.g. multiple forklifts actively used in a distribution warehouse) may be exempted from complying with Sentence 5.2.3.4.(1), subject to the approval of the authority having jurisdiction. However, some standards, such as ASHRAE 62.1, “Ventilation for Acceptable Indoor Air Quality,” still require a minimum ventilation rate based on occupancy or other activities carried out in the space. It is expected that a means will be provided to evacuate exhaust air from fixed fuel-powered appliances and equipment directly to the outdoors. Thus, only spaces where vehicles or mobile equipment or appliances with combustion engines are used are targeted by this requirement.

[8.4.4.16.] 8.4.4.16. Outdoor Air [1] 1) Except as provided in Sentence (2), the outdoor air ventilation rates for the reference building shall be

modeled as being identical to those determined for the proposed building in Sentence 8.4.3.7.(1).

[2] 2) Except for heated parking garagesas required by Article 5.2.3.4., demand control ventilation strategies applied in the proposed building shall not be modeled in the reference building.

RATIONALE

Problem Ventilation of parking garages can consume significant energy without appropriate controls. The NECB article 8.4.4.16 set reference modeling requirements of parking garage ventilation to current practice but there was no requirement in the prescriptive path of Part 5 (HVAC).

Justification - Explanation The practice of using sensors to stage fan systems (on/off) in spaces where combustion-using equipments and vehicles are present is well established. For indoor parking garages specifically, this practice is an acceptable solution recognized by NBC.

The proposed prescription imposes this current practice on all semi-heated and conditioned spaces where transient and/or variable use of combustion equipment and vehicles is present.

Also ASHRAE Standard 90.1-2010 has a similar prescription; while being limited to indoor parking garage, it covers both heated and unheated parking garage.

Cost implications Minimal; the expected fan and heating (and possibly cooling) energy savings are deemed to generate a payback on the initial installation cost of the control system of less than 3 year.

Enforcement implications None, could be enforced using the existing infrastructure.

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[5.2.3.1.] 5.2.3.1. ([1] 1) no attributions [5.2.3.1.] 5.2.3.1. ([2] 2) [F95,F97-OE1.1] [5.2.3.2.] 5.2.3.2. ([1] 1) [F95,F97-OE1.1] [5.2.3.3.] 5.2.3.3. ([1] 1) [F95,F97-OE1.1] [5.2.3.3.] 5.2.3.3. ([2] 2) [F95,F97-OE1.1] [5.2.3.3.] 5.2.3.3. ([3] 3) [F95,F97-OE1.1] [5.2.3.4.] -- ([1] --) [F95,F97-OE1.1] [8.4.4.16.] 8.4.4.16. ([1] 1) [F99-OE1.1] [8.4.4.16.] 8.4.4.16. ([2] 2) [F99-OE1.1]

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Committee: Energy Efficiency in Buildings (Ballot in June) Last modified: 2014-06-19 Page: 1/4

Proposed Change 895 Code Reference(s): NECB11 Div.B 5.3.1.1. Subject: HVAC Trade-off-Path Title: Part 5 Trade-off Path Description: This proposed change adds range restrictions to the HVAC trade-off values of the proposed building.

EXISTING PROVISION

5.3.1.1. Application

1) Except as provided in Article 5.3.1.2., this Section applies only to buildings a) whose occupancy is known, b) for which sufficient information is known from the specifications for the HVAC components listed in Table 5.3.2.3. whose γi value is 1 in Table 5.3.2.2., and

c) whose HVAC system meets the following criteria: i) it is one of the types listed in Table 5.3.1.1.,

ii) the heating system's energy type is natural gas, propane, fuel oil or electricity, iii) the cooling system's energy type is electricity, and iv) the heat pump's energy type is electricity.

Table 5.3.1.1. Types of HVAC Systems


Type ID HVAC System Description (1) HVAC-1 Built-up variable-volume HVAC-2 Constant-volume reheat HVAC-3 Packaged single duct – single zone HVAC-4 Built-up single duct – single zone HVAC-5 Packaged variable-volume HVAC-6 Packaged constant-volume with reheat HVAC-7 Built-up ceiling bypass VAV HVAC-8 Packaged ceiling bypass VAV HVAC-9 Powered induction unit HVAC-10 Built-up multi-zone system HVAC-11 Packaged multi-zone system HVAC-12 Constant-volume dual-duct system HVAC-13 Variable-volume dual-duct system HVAC-14 Two-pipe fan coil with optional make-up air unit HVAC-15 Four-pipe fan coil with optional make-up air unit HVAC-16 Three-pipe fan coil with optional make-up air unit HVAC-17 Water-loop heat pump with optional make-up air unit HVAC-18 Ground-source heat pump with optional make-up air unit HVAC-19 Induction unit – two-pipe HVAC-20 Induction unit – four-pipe HVAC-21 Induction unit – three-pipe HVAC-22 Packaged terminal AC – split HVAC-23 Radiant (in-floor, ceiling) with optional make-up air unit HVAC-24 Active chilled beams with optional make-up air unit HVAC-25 Unit heater HVAC-26 Unit ventilator HVAC-27 Radiation with optional make-up air unit

Note to Table 5.3.1.1.:

(1) Systems shall not use a gas-fired unit heater < 117.23 kW.

PROPOSED CHANGE

[5.3.1.1.] 5.3.1.1. Application

[1] 1) Except as provided in Article 5.3.1.2., this Section applies only to buildings [a] a) whose occupancy is known, [b] b) for which sufficient information is known from the specifications for the HVAC components listed in Table 5.3.2.3. whose γi value is 1 in Table 5.3.2.2., and [c] c) whose HVAC system meets the following criteria:

[i] i) it is one of the types listed in Table 5.3.1.1.A., [ii] ii) the heating system's energy type is natural gas, propane, fuel oil or electricity,

[iii] iii) the cooling system's energy type is electricity, and [iv] iv) the heat pump's energy type is electricity., and

[v] --) its components’ trade-off values listed in Table 5.3.2.3. fall within the ranges listed in Table 5.3.1.1.B.

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Table [5.3.1.1.A] 5.3.1.1. Types of HVAC Systems


Type ID HVAC System Description (1) HVAC-1 Built-up variable-volume HVAC-2 Constant-volume reheat HVAC-3 Packaged single duct – single zone HVAC-4 Built-up single duct – single zone HVAC-5 Packaged variable-volume HVAC-6 Packaged constant-volume with reheat HVAC-7 Built-up ceiling bypass VAV HVAC-8 Packaged ceiling bypass VAV HVAC-9 Powered induction unit HVAC-10 Built-up multi-zone system HVAC-11 Packaged multi-zone system HVAC-12 Constant-volume dual-duct system HVAC-13 Variable-volume dual-duct system HVAC-14 Two-pipe fan coil with optional make-up air unit HVAC-15 Four-pipe fan coil with optional make-up air unit HVAC-16 Three-pipe fan coil with optional make-up air unit HVAC-17 Water-loop heat pump with optional make-up air unit HVAC-18 Ground-source heat pump with optional make-up air unit HVAC-19 Induction unit – two-pipe HVAC-20 Induction unit – four-pipe HVAC-21 Induction unit – three-pipe HVAC-22 Packaged terminal AC – split HVAC-23 Radiant (in-floor, ceiling) with optional make-up air unit HVAC-24 Active chilled beams with optional make-up air unit HVAC-25 Unit heater HVAC-26 Unit ventilator HVAC-27 Radiation with optional make-up air unit

Note to Table [5.3.1.1.A] 5.3.1.1.:

(1) Systems shall not use a gas-fired unit heater < 117.23 kW.

Table [5.3.1.1.B.] Acceptable Ranges for HVAC System Component Trade-off Values


Trade- off Val

ue 1 HVAC System ID

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27

ToV1 Minimum Values

0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 ToV2

0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4

ToV3 0.3

0.2 0.2 0.2 0.2 0.2 0.1 0.2 0.1 0.1 0.2 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 ToV4

0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3

ToV5 0.3

0.5 0.2 0.730 0.730 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.86 0.5 0.5 0.86 0.86 ToV6

0.5 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.207

ToV7 0.207

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ToV8 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 ToV9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ToV10 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 6 0.1 0.1 6 0.1 6 6 6 6 0.1 6 6 6 0.1 6 6 6 6 ToV11 0.1 0.1 11 11 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 6 0.1 6 6 6 6 0.1 6 6 0.1 6 0.1 6 0.1 ToV12

0.1 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3

ToV13 0.3

0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 ToV14

0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

ToV15 0.761 0 0.8 0 0 0 0 0 0 0 0.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ToV16 0 0 0.8 0 0 0 0 0 0 0 0.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ToV17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ToV18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0

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Trade- off Val

ue 1 HVAC System ID

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27

ToV19 Minimum Values

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ToV20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ToV21 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 ToV22

0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1

ToV23 0.1

0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 ToV24

0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4

ToV25 0.4

0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 ToV26

0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3

ToV27 0.3

0.795 0.785 0.783 0.782 0.786 0.783 0.792 0.790 0.786 0.782 0.779 0.782 0.798 0.772 0.771 0.771 0.770 0.770 0.622 0.770 0.770 0.775 0.785 0.767 0.791 0.791 ToV28

0.785 0.792 0.800 0.687 0.724 0.763 0.763 0.790 0.763 0.763 0.800 0.763 0.800 0.800 0.791 0.751 0.751 0.800 0.780 0.622 0.790 0.790 0.687 0.753 0.786 0.724 0.724

ToV29 0.753

0.791 0.799 0.783 0.782 0.794 0.794 0.794 0.794 0.794 0.799 0.794 0.794 0.791 0.791 0.767 0.767 0.770 0.770 0.779 0.790 0.790 0.783 0.767 0.791 0.620 0.619 ToV30

0.767 0.777 0.794 0.768 0.761 0.800 0.800 0.783 0.795 0.769 0.797 0.800 0.800 0.776 0.800 0.773 0.773 0.800 0.800 0.800 0.780 0.780 0.768 0.784 0.783 0.761 0.761 0.784

ToV31 0.8 0.8 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.8 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.8 0.5 ToV32 0.8 0.8 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.8 0.5 0.5 0.5 0.497 0.5 0.5 0.5 0.49 0.5 0.5 0.5 0.8 0.5 0.5 0.5 0.8 0.5

ToV1 Maximum Values

0.9 0.9 0.7 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.7 0.9 0.9 0.9 0.9 ToV2

0.9 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99

ToV3 0.99

0.6 0.6 0.55 0.55 0.6 0.34 0.6 0.4 0.55 0.6 0.45 0.6 0.6 0.6 0.55 0.55 0.6 0.6 0.6 0.6 0.6 0.5 0.6 0.6 0.6 0.6 ToV4

0.6 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99

ToV5 0.99

1 0.425 0.94 1 0.94 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ToV6 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.604 ToV7

0.604 9 9 9 6.8 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 6 9 9 9 6 9

ToV8 6 6 6 6 6 7 6 6 6 6 8 6 5 6 6 6 4 3.7 6 6 6 6 6 6 6 6 6 ToV9 5 5 5 5 5 5 5 5 5 5 5 5 5 4 5 5 5 2 5 5 5 5 5 5 5 5 5 ToV10 50 50 50 50 50 50 50 50 50 50 40 50 50 38 40 40 40 50 40 40 40 50 40 40 40 40 ToV11

40 50 50 40 40 50 50 50 50 50 50 50 50 50 40 40 40 40 50 40 40 40 50 50 40 50 40

ToV12 50

3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 7 3 3 3 3 3 3 3 3 3 ToV13 8 8 6 8 6 6 6 10 10 7 10 10 10 10 10 7 10 6 10 10 6 10 10 10 10 10 ToV14

10 1 1 0.1 0.1 0.1 0.1 0.1 1 0.1 1 1 0.1 0.1 0.1 1 0.1 1 0.1 1 1 1 0.1 1 0.08 1 1

ToV15 0.08

0.800 0.801 0.95 0.95 0.95 0.8 0.95 0.95 0.95 0.800 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.9 0.95 0.95 ToV16

0.95 0.930 0.851 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.849 0.93 0.93 0.93 0.260 0.117 0.117 0.12 0.12 0.12 0.12 0.12 0.93 0.12 0.117 0.93 0.93

ToV17 0.12

0.9 0.8 0.99 0.99 0.9 0.8 0.9 0.9 0.9 0.6 0.6 0.9 0.7 0.9 0.99 0.99 0.99 0.99 0.99 0.9 0.99 0.99 0.9 0.99 0.99 0.99 ToV18

0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 4.5 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99

ToV19 0.99

9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 ToV20 9 9 9 8 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 ToV21 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 ToV22

150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150

ToV23 150

0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 ToV24

0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7

ToV25 0.7

0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 ToV26

0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99

ToV27 0.99

0.855 0.8 0.891 0.899 0.847 0.8 0.825 0.842 0.848 0.850 0.851 0.848 0.802 0.986 0.959 0.959 0.96 0.96 0.8 1.02 1.02 0.950 1.072 1.096 0.868 0.866 ToV28

1.072 0.805 0.823 0.8 0.8 0.801 0.801 0.81 0.801 0.81 0.816 0.801 0.813 0.836 0.8 0.8 0.8 0.81 0.812 0.8 0.8 0.8 0.851 0.851 0.8 0.8 0.8

ToV29 0.851

0.867 0.815 0.908 0.918 0.854 0.854 0.854 0.854 0.854 0.801 0.810 0.810 0.831 1.05 1.03 1.03 1.03 1.03 0.845 1.05 1.05 1.04 1.04 1.13 1.22 1.39 ToV30

1.04 0.833 0.808 0.814 0.817 0.804 0.804 0.827 0.856 0.836 0.804 0.804 0.804 0.832 0.822 0.840 0.840 0.84 0.8 0.803 0.81 0.81 0.822 0.822 0.814 0.817 0.817

ToV31 0.822

0.812 0.803 0.520 0.513 0.511 0.504 0.507 0.510 0.503 0.802 0.505 0.502 0.510 0.518 0.518 0.518 0.5 0.5 0.521 0.510 0.510 0.510 0.510 0.512 0.581 0.880 ToV32

0.510 0.807 0.802 0.862 0.560 0.9 0.9 0.9 0.9 0.9 0.801 0.9 0.501 0.508 0.5 0.507 0.507 0.52 0.52 0.9 0.9 0.9 0.510 0.510 0.504 0.560 0.860

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RATIONALE

Problem The trade-off path does not provide in the code the acceptable ranges for the component trade-off values. Use of values outside the ranges for which the coefficients were developed may not demonstrate compliance as expected.

Justification - Explanation The ranges provided were used to establish the trade-off path coefficients.


Enforcement implications None. Greater clarity is provided.

Who is affected Designers, manufacturer, builders, specifications writers and building officials.


[5.3.1.1.] 5.3.1.1. ([1] 1) [F95,F99-OE1.1]

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Proposed Change 829 Code Reference(s): NECB11 Div.B 6.2.6.1.

NECB11 Div.B 6.2.6.2. Subject: Service Water Heating - Other Title: Hot Water Service Maximum Discharge Rates Description: Update the maximum discharge rates for showers and lavatories Related Proposed Change(s):

PCF 435, PCF 650, PCF 891, PCF 892

EXISTING PROVISION

6.2.6.1. Showers 1) Individual shower heads used for reasons other than safety shall have an integral means of limiting the

maximum water discharge to 9.5 L/min when tested in accordance with a) ASME A112.18.1/CAN/CSA-B125.1, "Plumbing Supply Fittings", and b) CAN/CSA-B125.3, "Plumbing Fittings".

(See Appendix A.)

2) Where multiple shower heads 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 is not in use. (See Appendix A.)

A-6.2.6.1.(1) Flow-Restricting Shower Heads. Flow-restricting inserts should not be used to meet the requirement of Sentence 6.2.6.1.(1). A flow of 9.5 L/min is equivalent to 2.5 US gal/min.

A-6.2.6.1.(2) and 6.2.6.2.(2) Water Shut-off Devices. Examples of devices meeting the intent of Sentences 6.2.6.1.(2) and 6.2.6.2.(2) include occupant sensors and self-closing valves.

6.2.6.2. Lavatories 1) Lavatory faucets shall have an integral means of limiting the maximum hot water discharge

to 8.3 L/min when tested in accordance with a) ASME A112.18.1/CAN/CSA-B125.1, "Plumbing Supply Fittings", and b) CAN/CSA-B125.3, "Plumbing Fittings".

2) Each lavatory in a public access washroom in a building of assembly occupancy shall be equipped with a device capable of automatically shutting off the flow of water when the lavatory is not in use. (See Appendix A.)

A-6.2.6.1.(2) and 6.2.6.2.(2) Water Shut-off Devices. Examples of devices meeting the intent of Sentences 6.2.6.1.(2) and 6.2.6.2.(2) include occupant sensors and self-closing valves.

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PROPOSED CHANGE

[6.2.6.1.] 6.2.6.1. Showers [1] 1) Except for emergency eye washes and emergency showers, supply fittings and Iindividual shower

heads used for reasons other than safety shall have an integral means of limiting the maximum water dischargeflow rate to 9.57.6 L/min when tested in accordance with [a] a) ASME A112.18.1/CAN/CSA-B125.1, "Plumbing Supply Fittings", and [b] b) CAN/CSA-B125.3, "Plumbing Fittings".

(See Appendix A.)

[2] 2) Except for combination shower head/hand showers, Wwhere multiple shower heads 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. (See Appendix A.)

A-6.2.6.1.(1) Flow-Restricting Shower Heads. Flow-restricting inserts should not be used to meet the requirement of Sentence 6.2.6.1.(1). A flow of 9.57.6 L/min is equivalent to 2.52.0 US gal/min.

[6.2.6.2.] 6.2.6.2. Lavatories [1] 1) Except for lavatories in health care facilities and emergency eye washes, Llavatory faucetssupply

fittings shall have an integral means of limiting the maximum hot water dischargeflow rate to 8.35.7 L/min for private applications and 1.9 L/min for public applications when tested in accordance with [a] a) ASME A112.18.1/CAN/CSA-B125.1, "Plumbing Supply Fittings", and [b] b) CAN/CSA-B125.3, "Plumbing Fittings".

[2] 2) Each lavatory in a public access washroom in a building of assembly occupancy shall be equipped with a device capable of automatically shutting off the flow of water when the lavatory is not in use. (See Appendix A.)

RATIONALE

Problem To update the maximum water discharge rate of hot service water supply fittings and shower heads with current practice requirements.

Justification - Explanation Supply Fittings Faucets (Private):

ASME/CSA, Manitoba, CalGreen, ASHRAE, IAPMO, ICC and WaterSense are using 5.7 Lpm. Most manufacturers are transitioning their product line to 5.7 Lpm. The product is presently easily available and the purchase cost is not significantly different. The installation cost remains unchanged. There are no performance issues or regulatory constraints with this product.

Supply Fittings (Public):

ASME/CSA, ASHRAE, IAPMO, ICC and CalGREEN (1.5 Lpm) set the maximum at 1.9 Lpm. All non-residential lavatory faucets in the USA have been required by the ASME national standard to operate with a maximum flow rate of 1.9 Lpm for approximately 15 years. The product is easily available and the purchase cost is not significantlydifferent. The installation cost remains unchanged. There are no performance issues or regulatory constraints with this product.

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Shower Heads:

ASME/CSA provide for 9.5 Lpm and 7.6 for high efficiency. Manitoba specifies 6.6 Lpm but this may be too low and lead to some risk regarding thermal shock or scalding. Ontario is also moving towards 7.6 Lpm. CalGreen, ASHRAE, IAPMO, ICC and WaterSense are using 5.7 Lpm or 7.6 Lpm. The product is presently easily available and the purchase cost is not significantly different. The installation cost remains unchanged. There are no regulatory constraints with this product.

Cost implications Most manufacturers are transitioning their product lines to make available water-use efficient products. The proposed limits therefore reflect the current market direction. The products are presently easily available and the purchase costs are not significantly different. The installation costs remain unchanged.

Due to the lower flow rate of public lavatory supply fittings, design consideration should be given as to the necessity of installing a hot water recirculation system, or other design solution, to reduce wait time for hot water. Should this be the case, the cost of the system as well as the cost of installation would be increased. There would not be any regulatory constraints as a result however.

Enforcement implications The proposed limits will not have an effect on the existing enforcement/regulatory framework and the products are presently being used in many jurisdictions.

Who is affected Code user, enforcement agencies, manufacturers, consumers.


[6.2.6.1.] 6.2.6.1. ([1] 1) [F96-OE1.1] [6.2.6.1.] 6.2.6.1. ([2] 2) [F96-OE1.1] [6.2.6.2.] 6.2.6.2. ([1] 1) [F96-OE1.1] [6.2.6.2.] 6.2.6.2. ([2] 2) [F96-OE1.1]



Proposed Change 835 Code Reference(s): NECB11 Div.B 6

NECB11 Div.B 6.1.1.1. NECB11 Div.B 6.1.1.2.(1) NECB11 Div.B 6.2.1.1.(1) NECB11 Div.B 6.2. NECB11 Div.B 8.4.4.21.

Subject: Service Water Heating - Other Title: Addition of Service Water Pumping Description: This proposed change adds service water pumping requirements to Part 6.

PROPOSED CHANGE

[6.] 6 Service Water Heating Systems [6.1.] 6.1. General

[6.1.1.] 6.1.1. General

[6.1.1.1.] 6.1.1.1. Scope

[6.1.1.2.] 6.1.1.2. Application

[6.1.1.3.] 6.1.1.3. Compliance

[6.1.1.4.] 6.1.1.4. Definitions

[6.1.1.1.] 6.1.1.1. Scope [1] 1) This Part is concerned with the systems used to heat service water and with pumping systems that are

part of service water systems.

[6.1.1.2.] 6.1.1.2. Application [1] 1) Except for systems and equipment used exclusively for firefighting services, Tthis Part applies to

service water heating and pumping systems.

[6.2.1.1.] 6.2.1.1. Regulations [1] 1) Service water heating systems shall be designed in accordance with the relevant provincial, territorial

or municipal building regulations or, in the absence of such regulations, or where service water heating systems are not covered by such regulations, with the National Plumbing Code of Canada 2010.

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[6.2.] 6.2. Prescriptive Path [6.2.1.] 6.2.1. System Design

[6.2.1.1.] 6.2.1.1. Regulations [6.2.2.] 6.2.2. Water Heating Equipment and Storage Vessels

[6.2.2.1.] 6.2.2.1. Equipment Efficiency

[6.2.2.2.] 6.2.2.2. Equipment Insulation

[6.2.2.3.] 6.2.2.3. Solar Thermal Service Water Heating Equipment

[6.2.2.4.] 6.2.2.4. Combination Service Water Heating and Space-Heating Equipment

[6.2.2.5.] 6.2.2.5. Space-Heating Equipment Used for Indirect Service Water Heating

[6.2.3.] 6.2.3. Piping

[6.2.3.1.] 6.2.3.1. Insulation [6.2.4.] 6.2.4. Controls

[6.2.4.1.] 6.2.4.1. Temperature Controls

[6.2.4.2.] 6.2.4.2. Shutdown

[6.2.4.3.] 6.2.4.3. Maintaining Temperature of Hot Service Water [6.2.5.] 6.2.5. Systems with More Than One End Use Design Temperature

[6.2.5.1.] 6.2.5.1. Remote or Booster Heaters [6.2.6.] 6.2.6. Hot Service Water

[6.2.6.1.] 6.2.6.1. Showers

[6.2.6.2.] 6.2.6.2. Lavatories [6.2.7.] 6.2.7. Swimming Pools

[6.2.7.1.] 6.2.7.1. Controls

[6.2.7.2.] 6.2.7.2. Pool and Hot Tub Covers [6.2.8.] -- Pressure Booster Systems

[6.2.8.1.] --- Size of Water Storage Tank (See Appendix A.)

[1] --) Constant-speed pressure booster systems shall be provided with a hydro-pneumatic storage tank sized to store a volume of water corresponding to at least 1 minute of operation at the system’s design flow rate and pressure.

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[2] --) Variable-speed pressure booster systems shall be provided with a hydro-pneumatic storage tank sized to store a volume of water corresponding to at least 1 minute of operation at 10% of the system’s design flow rate and pressure.

[6.2.8.2.] --- Pressure Control [1] --) Pressure booster systems shall be provided with at least one pressure sensor that starts and stops the

system or varies the pump speed so that the pressure required for operation of the service water system is maintained. (See Appendix A.)

[2] --) Except for safety devices, pressure-reducing devices shall not be installed on a pressure booster system.

A-6.2.8.1. Sizing of Hydro-Pneumatic Storage Tanks. In order to prevent short-cycling of the pump in a pressure booster system during periods of low- to no-flow demand, pressure booster systems must be provided with a hydro-pneumatic storage tank capable of meeting a theoretical low service water demand during a minimum amount of time. Otherwise, the pressure booster system would have to run almost continuously in almost no-flow conditions to meet the smallest demand, such as the occasional flushing of a toilet in a residential high-rise building. There are several industry-recognized ways to determine the volume of water that needs to be stored in the tank. They are typically based on the number of start-stop cycles per hour and the nominal capacity of the pressure booster system, or on the peak system demand rate multiplied by a number of minutes representing the length of time the system is not operating. These sizing methodologies tend to result in large tank sizes, which are more appropriate for constant-speed pressure booster systems where the principal objective is to avoid short-cycling in mid- to high-flow demand situations. The application of Sentence 6.2.8.1.(1) will typically result in the pressure booster system going through about 15 start-stop cycles per hour, which corresponds to a typical industry recommendation to avoid shortening the service life of the system’s pump. It will also prevent constant-speed pressure booster systems from operating in low- or no-flow conditions for a significant amount of time, while avoiding short-cycling in mid- to high-demand periods. Variable-speed pressure booster systems require a significantly smaller tank than constant-speed ones. A-6.2.8.2.(1) Sensors for Pressure Booster Systems. Pressure sensors for variable- speed pressure booster systems should be located near critical fixtures, which determine the required system pressure.

[8.4.4.21.] 8.4.4.21. Service Water Heating Systems [1] 1) Except as provided in Sentences (2) to (4), the reference building's service water heating system shall

be modeled as being identical to that of the proposed building as regards the following characteristics: [a] a) storage capacity, [b] b) power input, and [c] c) energy type.

[2] 2) Where the energy type of the proposed building's service water heating system is an air-, water- or ground-source heat pump, the energy type of the reference building's service water heating system shall be an air-source heat pump.

[3] 3) Where the energy type of the proposed building's service water heating system is an immersion coil supplied by a boiler, the energy type of the reference building's service water heating system shall be the same as that of the boiler.

[4] 4) Where more than one energy type is used by the proposed building's service water heating system, [a] a) the heating capacities of the reference building's service water heating equipment shall match

the ratio of the proposed building's service water heating equipment capacity allocation, and [b] b) the operating schedule, priority of use and other operational characteristics of the proposed

building's use of energy types shall apply.

[5] 5) Service water heating equipment performance characteristics as a function of part-load shall be modeled in accordance with the part-load performance curves found in Table 8.4.4.22.G.

[6] 6) The service water heating system’s supply temperature shall be modeled as being identical to that of the proposed building. (See Appendix A.)

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[7] 7) Where a storage tank is to be modeled, the service water heating system's storage temperature shall be modeled as being identical to that of the proposed building. (See Appendix A.)

[8] 8) Where the proposed building's service water heating system comprises multiple water heaters, the reference building’s service water heating system shall be modeled with the same number of water heaters.

[9] 9) Where the proposed building's service water heating system is a recirculation system, the circulation pumps shall be modeled as [a] a) constant speed operation, and [b] b) having a flow rate that is identical to that of the proposed building's circulation pumps.

RATIONALE

Problem Part 6 currently focuses only on service water heating systems and their demand.

However, many buildings are equipped with pressure booster systems since the pressure in the aqueduct is often insufficient to provide enough lift for mid- and high-rise buildings. Pressure booster systems can consume a significant amount of energy per year and better practice designs can result in significant savings.

Justification - Explanation Since its 2010 edition, ASHRAE 90.1 has requirements pertaining to pressure booster system (see ASHRAE 90.1-2010 or -2013, art. 10.4.2). Standard 90.1-2010 is to enforced in all states by the end of 2013. Adding these requirements to NECB helps harmonize with the United States. Those three requirements form the basis of the requirements proposed for NECB under 6.2.8.

ITT Bell & Gossett describes in its bulletin TEH-1096A a procedure for sizing hydro-pneumatic storage tank to prevent short-cycling at low- to no-flow conditions. Figure 5.4 proposes amounts of water that should be stored in a hydro-pneumatic tank according to the occupancy of the building and the pressure booster system capacity to meet demand in low-flow conditions for a period of about 30 minutes.

Converting those values to low-flow demand (i.e. average gpm), 6.2.8.1. (1) would result in a pressure booster system that would take about 1 minute to fill an empty tank and would be stopped between 25 minutes (hospital) and 200 minutes (apartment building) in typical low-flow condition. 6.2.8.1 (1) results in higher storage capacity than recommended by bulleting THE-1096A since those recommendations may generate short-cycling situations in mid- to high-flow demand situations.

Sentence 6.2.8.1. (2) assumes that low-flow demand corresponds to about 10% of system design flow and that variable pressure booster system would tend to operate at the minimum speed required to slowly raise system pressure (i.e. meeting slightly more that the demand). This implies that the booster system could operate for a significant amount of time (at rather low speed) before stopping, preventing short-cycling, and would eventually be stopped between 3 minutes (hospital) and 20 minutes (apartment building).

References:

http://www.youtube.com/watch?v=PJ4Ok3BVLG8&list=PLAHGvoGVbllgrEbZUdaftqhc0IHnSC6Oo.

http://documentlibrary.xylemappliedwater.com/wp-content/blogs.dir/22/files/2012/07/teh-1096a-.pdf

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http://www.youtube.com/watch?v=PJ4Ok3BVLG8&list=PLAHGvoGVbllgrEbZUdaftqhc0IHnSC6Oo�

http://www.youtube.com/watch?v=PJ4Ok3BVLG8&list=PLAHGvoGVbllgrEbZUdaftqhc0IHnSC6Oo�

http://documentlibrary.xylemappliedwater.com/wp-content/blogs.dir/22/files/2012/07/teh-1096a-.pdf�



Cost implications Small to none, since ASHRAE 90.1-2010/2013 requirements in the United States will means that there will be a large availability of pressure booster systems meeting these requirements.

Enforcement implications ASHRAE 90.1-2010/2013 10.4.2 c) is somewhat vague; proposed NECB 6.2.8.1.(1) and .(2) are clearer requirements and easier to show compliance with. Other requirements can easily be show to be compliant with drawings and specifications.


[6.1.1.1.] 6.1.1.1. ([1] 1) no attributions [6.1.1.2.] 6.1.1.2. ([1] 1) no attributions [6.1.1.3.] 6.1.1.3. ([1] 1) no attributions [6.1.1.3.] 6.1.1.3. ([2] 2) no attributions [6.1.1.4.] 6.1.1.4. ([1] 1) no attributions [6.1.1.1.] 6.1.1.1. ([1] 1) no attributions [6.1.1.2.] 6.1.1.2. ([1] 1) no attributions [6.2.1.1.] 6.2.1.1. ([1] 1) [F96-F98,OE1.1] [6.2.1.1.] 6.2.1.1. ([1] 1) [F96-F98,OE1.1] [6.2.2.1.] 6.2.2.1. ([1] 1) [F96,F98-OE1.1] [6.2.2.2.] 6.2.2.2. ([1] 1) [F93,F96-OE1.1] [6.2.2.2.] 6.2.2.2. ([2] 2) [F93,F96-OE1.1] [6.2.2.3.] 6.2.2.3. ([1] 1) [F96,F98,F99-OE1.1] [6.2.2.4.] 6.2.2.4. ([1] 1) [F95,F96,F98,F99-OE1.1] [6.2.2.4.] 6.2.2.4. ([2] 2) [F95,F96,F98,F99-OE1.1] [6.2.2.5.] 6.2.2.5. ([1] 1) [F95,F96,F98,F99-OE1.1] [6.2.3.1.] 6.2.3.1. ([1] 1) [F92,F93-OE1.1] [6.2.3.1.] 6.2.3.1. ([2] 2) [F92,F93-OE1.1] [6.2.3.1.] 6.2.3.1. ([3] 3) no attributions [6.2.3.1.] 6.2.3.1. ([4] 4) [F92,F93-OE1.1] [6.2.3.1.] 6.2.3.1. ([5] 5) [F92,F93-OE1.1] [6.2.4.1.] 6.2.4.1. ([1] 1) [F96-OE1.1] [6.2.4.2.] 6.2.4.2. ([1] 1) [F96-OE1.1] [6.2.4.3.] 6.2.4.3. ([1] 1) [F96-OE1.1] [6.2.5.1.] 6.2.5.1. ([1] 1) [F96-OE1.1] [6.2.6.1.] 6.2.6.1. ([1] 1) [F96-OE1.1] [6.2.6.1.] 6.2.6.1. ([2] 2) [F96-OE1.1] [6.2.6.2.] 6.2.6.2. ([1] 1) [F96-OE1.1] [6.2.6.2.] 6.2.6.2. ([2] 2) [F96-OE1.1] [6.2.7.1.] 6.2.7.1. ([1] 1) [F95,F96,F99-OE1.1]

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[6.2.7.1.] 6.2.7.1. ([2] 2) [F95,F96,F99-OE1.1] [6.2.7.2.] 6.2.7.2. ([1] 1) [F95-OE1.1] [6.2.7.2.] 6.2.7.2. ([2] 2) [F95-OE1.1] [6.2.8.1.] -- ([1] --) [F97,F99-OE1.1] [6.2.8.1.] -- ([2] --) [F97,F99-OE1.1] [6.2.8.2.] -- ([1] --) [F97-OE1.1] [6.2.8.2.] -- ([2] --) [F97-OE1.1] [8.4.4.21.] 8.4.4.21. ([1] 1) [F99-OE1.1] [8.4.4.21.] 8.4.4.21. ([2] 2) [F99-OE1.1] [8.4.4.21.] 8.4.4.21. ([3] 3) [F99-OE1.1] [8.4.4.21.] 8.4.4.21. ([4] 4) [F99-OE1.1] [8.4.4.21.] 8.4.4.21. ([5] 5) [F99-OE1.1] [8.4.4.21.] 8.4.4.21. ([6] 6) [F99-OE1.1] [8.4.4.21.] 8.4.4.21. ([7] 7) [F99-OE1.1] [8.4.4.21.] 8.4.4.21. ([8] 8) [F99-OE1.1] [8.4.4.21.] 8.4.4.21. ([9] 9) [F99-OE1.1]

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Proposed Change 839 Code Reference(s): NECB11 Div.B 8.4.2.7.

NECB11 Div.B 8.4.3.3.(1) NECB11 Div.B 8.4.3.5. NECB11 Div.B 8.4.4.4. NECB11 Div.B 8.4.4.6.

Subject: Performance Compliance - Other Title: Lighting Controls (daylighting and occupancy sensor) Description: Requirements for modeling of lighting controls are modified to reflect

changes proposed for Part 4 prescriptive lighting controls requirements. Related Proposed Change(s):

PCF 585, PCF 840

EXISTING PROVISION

8.4.2.7. Internal and Service Water Heating Loads 1) The energy model calculations shall account for the loads due to

a) number of occupants, b) receptacle equipment, c) service water heating systems, and d) miscellaneous equipment, as applicable.

(See Appendix A.)

2) The energy model shall calculate the sensible and latent loads due to internal loads, lighting, and appliances. (See A-8.4.3.2.(1) and A-8.4.3.3.(1) in Appendix A.)

3) The internal loads shall be adjusted for each time interval referred to in Sentence 8.4.2.2.(4) based on the applicable operating schedule in A-8.4.3.2.(1) in Appendix A.

4) The calculation of sensible loads due to lighting shall account for a) the effect of the proportion of radiant and convective heat, and b) the percentage of heat gain from lighting going directly to return air.

5) Miscellaneous equipment located within a conditioned space that affects the energy consumption of one or more of the building systems described in Sentence 8.4.2.2.(1) shall be included in the energy model and its energy consumption shall be calculated.

A-8.4.2.7.(1) Internal and Service Water Heating Loads. Common internal loads include loads due to lighting, presence of occupants, equipment that is directly operated by the occupants such as personal computers, equipment that operates automatically such as computer servers, and other non-energy-consuming loads such as food to be frozen in a freezer. Internal loads usually generate sensible, latent and/or radiant heat gains. Except for lighting, internal loads are not regulated within the scope of the NECB. However, because they add cooling and/or heating loads to the building’s HVAC and service water heating systems, internal loads representative of the building type or space function should be included in the compliance calculations in order to correctly evaluate part-load performance of the HVAC and service water heating systems and, by extension, the energy consumption of the proposed and reference buildings. The internal loads must be modeled identically in the proposed and reference building energy models; only the energy consumed by the equipment and systems regulated by the NECB can be modeled differently in the proposed and reference buildings.

Appendix Note A-8.4.3.3.(1) provides default internal loads and associated hourly profiles for occupants and receptacle equipment that are representative of different building types and space functions. While any internal load values are permitted to be used, those default values should be used in the absence of better information.

The default values for receptacle equipment generally represent common electrical equipment directly operated by the occupants, as well as some automatically operated electrical equipment commonly found in the building types listed. For example, for an office building, the default value implicitly includes equipment such as office computer servers, photocopiers, printers, escalators, elevators, etc., but does not include the servers of main data centres.

Reasonable professional judgment should be applied in evaluating whether less common internal loads are correctly represented or not in the default values and profiles for receptacle equipment. These less common loads are generally associated with commercial and industrial operations and processes, such as

• manufacturing machinery in an industrial building • medical imaging equipment in a hospital • computer servers in a data centre of an office building

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• swimming pool water heating in a recreation centre • cooking appliances and refrigeration equipment in a commercial kitchen or restaurant

Generally, if the default values provided in Appendix Note A-8.4.3.3.(1) appear too small compared to the actual expected internal loads, some commercial and/or industrial operations and/or processes will not be correctly represented.

8.4.3.3. Internal and Service Water Heating Loads 1) Internal and service water heating loads used in the energy compliance calculations shall be representative of the proposed

building's type or space functions. (See Appendix A.)

A-8.4.3.3.(1) Internal and Service Water Heating Loads. Tables A-8.4.3.3.(1)A. and A-8.4.3.3.(1)B. contain default values of internal and service water heating loads and their operating schedules for simulation purposes.

Table A-8.4.3.3.(1)A Default Loads and Operating Schedules by Building Type

Building Type Occupant Density,

m2/occupant Peak Receptacle

Load, W/m2 Service Water Heating

Load, W/person Operating Schedule

from A-8.4.3.2.(1)

Automotive facility

20 5 90 E

Convention centre

8 2.5 30 C

Courthouse 15 5 60 A Dining

10

1

115

B bar lounge/leisure cafeteria/fast 10 1 115 B food family 10 1 115 B

Dormitory 30 2.5 500 G Exercise centre 10 1 90 B Fire station 25 2.5 400 F Gymnasium 10 1 90 B Health-care clinic 20 7.5 90 A Hospital 20 7.5 90 H Hotel 25 2.5 500 F Library 20 2.5 90 C Manufacturing facility

30 10 90 A

Motel 25 2.5 500 F Motion picture theatre

8 1 30 C

Multi-unit residential building

60 5 500 G

Museum 20 2.5 60 C

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Building Type Occupant Density, m2/occupant

Peak Receptacle Load, W/m2

Service Water Heating Load, W/person

Operating Schedule from A-8.4.3.2.(1)

Office 25 7.5 90 A Parking garage 1000 0 0 H Penitentiary 30 2.5 400 H Performing arts theatre

8 1 30 C

Police station 25 7.5 90 H Post office 25 7.5 90 A Religious building 5 1 15 I Retail area 30 2.5 40 C School/university 8 5 60 D Sports arena 10 1 90 B Town hall 25 7.5 90 D Transportation 15 1 65 H Warehouse 1500 1 300 A Workshop 30 10 90 A

Table A-8.4.3.3.(1)B

Default Loads and Operating Schedules by Space Type

Common Space Types

Space Type Occupant Density,

m2/occupant


Service Water Heating Load,

W/person

Operating Schedule (1) from

A-8.4.3.2.(1) Atrium

10

2.5

0

C first 13 m in height height above 13 m 10 2.5 0 C

Audience seating area – permanent

5

2.5

30

C for auditorium for performing arts theatre 7.5 2.5 30 C for motion picture theatre 5 2.5 30 C

Classroom/lecture/training 7.5 5 65 D Conference area/meeting/multi- purpose

5 1 45 C


100

0

0

* ≥ 2.4 m wide < 2.4 m wide 100 0 0 *

Dining area

for bar lounge/leisure dining

10

1

90

B

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for family dining 10 1 120 B other 10 1 120 B

Dressing/fitting room for performing arts theatre

30 2.5 40 C

Electrical/Mechanical area 200 1 0 * Food preparation area 20 10 120 B Laboratory

20

20

10

10

180

180

D

A for classrooms

for medical/industrial/research Lobby

10

1

0

C for elevator for performing arts theatre 10 1 0 C for motion picture theatre 10 1 0 C other 10 1 0 C

Locker room 10 2.5 0 * Lounge/recreation area 10 1 60 B Office

20

7.5

90

A enclosed open plan 20 7.5 90 A

Sales area 30 2.5 40 C Stairway 200 0 0 * Storage area 100 1 300 E Washroom 30 1 0 * Workshop 30 10 90 A

Building-Specific Space Types

Space Type Occupant Density,

m2/occupant



W/person

Operating Schedule (1) from

A-8.4.3.2.(1) Automotive – repair garage 20 5 90 E Bank – banking activity area and offices

25 5 60 A

Convention centre

5

2.5

30

C audience seating exhibit space 5 2.5 30 C

Courthouse/Police station/Penitentiary

5

25

20

2.5

2.5

7.5

30

325

90

A

H

A

courtroom

confinement cell

judges' chambers

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penitentiary – audience seating

penitentiary – classroom

penitentiary – dining area

5

7.5

10

2.5

5

1

30

65

120

C

D

B Dormitory – living quarters 25 2.5 500 G Fire station

25

25

2.5

2.5

325

500

H

G engine room

sleeping quarters Gymnasium/Fitness centre

5

1

90

B fitness area gymnasium – audience seating 5 0 30 B play area 5 1.5 90 B

Hospital

100

0

0

* corridor/transition area ≥ 2.4 m wide corridor/transition area < 2.4 m wide 100 0 0 * emergency 20 10 180 H exam/treatment 20 10 90 C laundry – washing 20 20 60 C lounge/recreation 10 1 60 B medical supply 20 1 0 H nursery 20 10 90 H nurses’ station 20 2.5 45 H operating room 20 10 300 H patient room 20 10 90 H pharmacy 20 2.5 45 C physical therapy 20 10 45 C radiology/imaging 20 10 90 H recovery 20 10 180 H

Hotel/Motel

10

25

10

10

25

1

2.5

2.5

1

2.5

115

600

30

115

600

B

F

H

B

F

hotel dining

hotel guest rooms

hotel lobby

highway lodging dining

highway lodging guest rooms Library

20

2.5

90

C card file and cataloguing reading area 20 1 90 C stacks 20 0 90 C

Manufacturing

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corridor/transition area ≥ 2.4 m wide 100 0 0 * corridor/transition area < 2.4 m wide 100 0 0 * detailed manufacturing 30 10 90 A equipment room 30 10 90 A extra high bay (> 15 m floor-to- 30 10 90 A ceiling height) high bay (7.5 to 15 m floor-to-ceiling 30 10 90 A height) low bay (< 7.5 m floor-to-ceiling 30 10 90 A height)

Museum

5

20

2.5

5

60

50

C

A general exhibition

restoration Parking garage – garage area 1000 0 0 H Post office – sorting area 20 7.5 90 A Religious buildings

5

5

5

1

1

1

15

45

15

I

C

I

audience seating

fellowship hall

worship pulpit, choir Retail

30

2.5

40

C dressing/fitting room mall concourse 20 1 30 C sales area 30 2.5 40 C

Sports arena

5

0

30

B audience seating court sports area – class 4 5 1.5 90 B court sports area – class 3 5 1.5 90 B court sports area – class 2 5 1.5 90 B court sports area – class 1 5 1.5 90 B ring sports area 5 1.5 90 B

Transportation

20

2.5

65

H air/train/bus – baggage area airport – concourse 20 0 65 H seating area 10 0 65 H terminal – ticket counter 10 2.5 65 H

Warehouse

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fine material storage 50 1 65 A medium/bulky material 100 1 65 A medium/bulky material with permanent shelving that is > 60% of ceiling height

100 1 65 A

Note to Table A-8.4.3.3.(1)B:

(1) An asterisk (*) in this column indicates that there is no recommended default schedule for the space type listed. In general, such space types will be simulated using a schedule that is similar to the adjacent spaces served: e.g. a corridor space serving an adjacent office space will be simulated using a schedule that is similar to that of the office space.

8.4.3.5. Interior Lighting

1) Dwelling units shall be modeled with an installed lighting power density of 5 W/m2.

2) Where occupant sensors are provided, the installed interior lighting power shall be corrected with the appropriate adjustment factor from Section 4.3.

3) Where a detailed daylight calculation is not provided in the energy model, it shall be carried out in accordance with Section 4.3.

8.4.4.4. Building Envelope Components 1) Except as provided in Sentence (2), the solar absorptance of each opaque building assembly shall be modeled as being

identical to that determined for the proposed building in Sentence 8.4.3.4.(1).

2) The solar absorptance of roof assemblies shall be a) if the actual solar absorptance for the proposed building is not used, set to the same value used in the proposed

building, or b) if the actual solar absorptance for the proposed building is used, set to 0.7.

3) If the total vertical fenestration and door area to gross wall area ratio (FDWR) of the proposed building differs from the maximum permitted by Article 3.2.1.4., the FDWR of the reference building shall be adjusted proportionally along each orientation until it complies with that Article.

4) Permanent fenestration shading devices and projections shall not be modeled in the reference building.

5) If the proposed building is modeled with exterior shading provided by a nearby structure or building, the reference building shall also be modeled as such.

6) Air leakage rates shall be modeled as being identical to those determined for the proposed building in Sentence 8.4.3.4.(3).

7) Heat transfer through interior partitions shall be modeled as being identical to that of the proposed building.

8.4.4.6. Lighting 1) Except as provided in Sentences (2) and (3), the installed interior lighting power of the reference building shall be set at

the interior lighting power allowance determined in Article 4.2.1.5. or 4.2.1.6., as applicable.

2) Dwelling units shall be modeled with an installed lighting power density of 5 W/m2.

3) Where occupant sensors are required by Subsection 4.2.2., the installed interior lighting power shall be multiplied by an adjustment factor of 0.9.

4) The proportions of radiant and convective heat and the percentage of heat gain from lighting going directly to return air shall be modeled as being identical to those determined for the proposed building in Article 8.4.2.7.

PROPOSED CHANGE

[8.4.2.7.] 8.4.2.7. Internal and Service Water Heating Loads [1] 1) The energy model calculations shall account for the loads due to

[a] a) number of occupants, [b] b) receptacle equipment, [c] c) service water heating systems, and

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[d] d) miscellaneous equipment, as applicable. (See Appendix A.)

[2] 2) The energy model shall calculate the sensible and latent loads due to internal loads, lighting, and appliances. (See A-8.4.3.2.(1) and A-8.4.3.3.(1) in Appendix A.)

[3] 3) The internal loads shall be adjusted for each time interval referred to in Sentence 8.4.2.2.(4) based on the applicable operating schedule in A-8.4.3.2.(1) in Appendix A.

[4] 4) The calculation of sensible loads due to lighting shall account for [a] --) the lighting controls, [b] a) the effect of the proportion of radiant and convective heat, and [c] b) the percentage of heat gain from lighting going directly to return air.

[5] 5) Miscellaneous equipment located within a conditioned space that affects the energy consumption of one or more of the building systems described in Sentence 8.4.2.2.(1) shall be included in the energy model and its energy consumption shall be calculated.

[8.4.3.3.] 8.4.3.3. Internal and Service Water Heating Loads [1] 1) Internal loads,and service water heating loads, and illuminance levels used in the energy compliance calculations shall be

representative of the proposed building's type or space functions. (See Appendix A.)

A-8.4.3.3.(1) Internal and Service Water Heating Loads. Tables A-8.4.3.3.(1)A. and A-8.4.3.3.(1)B. contain default values of internal and service water heating loads and their operating schedules

for simulation purposes.

Table [A-8.4.3.3.(1)A] A-8.4.3.3.(1)A Default Loads, and Operating Schedules and Illuminance Levels by Building Type


m2/occupant



W/person

Operating Schedule from

A-8.4.3.2.(1)

Illuminance Levels,

(1)

lx Automotive facility

20 5 90 E

Convention centre

400

8 2.5 30 C

Courthouse

300

15 5 60 A Dining

400

10

1

115

B

bar 125 lounge/leisure cafeteria/fast 10 1 115 B food

300

family 10 1 115 B Dormitory

300 30 2.5 500 G

Exercise centre 100

10 1 90 B Fire station

350 25 2.5 400 F

Gymnasium 400

10 1 90 B Health-care clinic

500 20 7.5 90 A

Hospital

600

20 7.5 90 H Hotel

350 25 2.5 500 F

Library 150

20 2.5 90 C 500

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m2/occupant



W/person

Operating Schedule from

A-8.4.3.2.(1)

Illuminance Levels,

(1)

lx Manufacturing facility

30 10 90 A

Motel

450

25 2.5 500 F Motion picture theatre

150 8 1 30 C

Multi-unit residential building

150

60 5 500 G

Museum

125

20 2.5 60 C Office

100 25 7.5 90 A

Parking garage 400

1000 0 0 H Penitentiary

75 30 2.5 400 H

Performing arts theatre

250 8 1 30 C

Police station

250

25 7.5 90 H Post office

400 25 7.5 90 A

Religious building

400 5 1 15 I

Retail area

250

30 2.5 40 C School/university

450 8 5 60 D

Sports arena 400

10 1 90 B Town hall

400 25 7.5 90 D

Transportation 400

15 1 65 H Warehouse

225 1500 1 300 A

Workshop 150

30 10 90 A

500

Note to Table [A-8.4.3.3.(1)A] A-8.4.3.3.(1)A:

(1) The values are weighted averages that correspond to typical overall illuminance levels recommended for the buildings/space types listed and include both general lighting and task lighting. They are based on recommendations published by IES.

Table [A-8.4.3.3.(1)B] A-8.4.3.3.(1)B

Default Loads, and Operating Schedules and Illuminance Levels by Space Type

Common Space Types

Space Type

Occupant Density,

m2/occupant

Peak Receptacle

Load, W/m2

Service Water

Heating Load,

W/person

Operating

Schedule (1)

from A-8.4.3.2.(1)

Illuminance

Levels,(2)

lx

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Atrium

first 13 m in height

height above 13 m

10

10

2.5

2.5

0

0

C

C

250

Audience seating area – 250

5

2.5

30

C

permanent

100 for auditorium for performing arts theatre 7.5 2.5 30 C for motion picture theatre

250 5 2.5 30 C

Classroom/lecture/training 250

7.5 5 65 D Conference area/meeting/multi-purpose

400 5 1 45 C


350

100

0

0

*

≥ 2.4 m wide 150 < 2.4 m wide 100 0 0 *

Dining area 150

10

1

90

B

for bar lounge/leisure 100 dining for family dining 10 1 120 B other

200 10 1 120 B

Dressing/fitting room for performing arts theatre

200 30 2.5 40 C

Electrical/Mechanical area

250

200 1 0 * Food preparation area

350 20 10 120 B

Laboratory 500

20

20

10

10

180

180

D

A

500 for classrooms

650 for medical/industrial/research

Lobby

10

1

0

C

for elevator 200 for performing arts theatre 10 1 0 C for motion picture theatre

200 10 1 0 C

other 150

10 1 0 C Locker room

150 10 2.5 0 *

Lounge/recreation area 100

10 1 60 B Office

150

20

7.5

90

A

enclosed 400 open plan 20 7.5 90 A

Sales area 400

30 2.5 40 C Stairway

500 200 0 0 *

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150



Storage area 100 1 300 E Washroom

100 30 1 0 *

Workshop 150

30 10 90 A Building-Specific Space Types

500

Space Type

Occupant Density,

m2/occupant

Peak Receptacle

Load, W/m2

Service Water

Heating Load,

W/person

Operating

Schedule (1)

from A-8.4.3.2.(1)

Illuminance

Levels,(2)

lx

Automotive – repair garage 20 5 90 E Bank – banking activity area and offices

500 25 5 60 A

Convention centre

400

5

2.5

30

C

audience seating 350 exhibit space 5 2.5 30 C

Courthouse/Police 500

5

25

20

5

7.5

10

2.5

2.5

7.5

2.5

5

1

30

325

90

30

65

120

A

H

A

C

D

B

400

400

500

250

400

station/Penitentiary

200

courtroom

confinement cell

judges' chambers

penitentiary – audience seating

penitentiary – classroom

penitentiary – dining area Dormitory – living quarters 25 2.5 500 G Fire station

125

25

25

2.5

2.5

325

500

H

G

350 engine room

150 sleeping quarters Gymnasium/Fitness centre

5

1

90

B

fitness area 350 gymnasium – audience 5 0 30 B seating

350

play area 5 1.5 90 B Hospital

350

100

100

20

20

20

0

0

10

10

20

0

0

180

90

60

*

*

H

C

C

150

150

500

600

corridor/transition area ≥

350

2.4 m wide

corridor/transition area < 2.4 m wide

emergency

exam/treatment

laundry – washing

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lounge/recreation 10 1 60 B medical supply

150 20 1 0 H

nursery 400

20 10 90 H nurses’ station

400 20 2.5 45 H

operating room 400

20 10 300 H patient room

1000 20 10 90 H

pharmacy 400

20 2.5 45 C physical therapy

400 20 10 45 C

radiology/imaging 350

20 10 90 H recovery

225 20 10 180 H

Hotel/Motel 250

10

25

10

10

25

1

2.5

2.5

1

2.5

115

600

30

115

600

B

F

H

B

F

200

200

250

150

hotel dining

150

hotel guest rooms

hotel lobby

highway lodging dining

highway lodging guest rooms

Library

20

2.5

90

C

card file and cataloguing 500 reading area 20 1 90 C stacks

500 20 0 90 C

Manufacturing 500

100

0

0

*

corridor/transition area ≥ 150 2.4 m wide corridor/transition area < 100 0 0 * 2.4 m wide

150

detailed manufacturing 30 10 90 A equipment room

600 30 10 90 A

extra high bay (> 15 m 250

30 10 90 A floor-to-ceiling height)

400

high bay (7.5 to 15 m 30 10 90 A floor-to-ceiling height)

400

low bay (< 7.5 m floor-to- 30 10 90 A ceiling height)

400

Museum

5

20

2.5

5

60

50

C

A

250 general exhibition

600 restoration Parking garage – garage area

1000 0 0 H

Post office – sorting area

75

20 7.5 90 A

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400



Religious buildings

5

5

5

1

1

1

15

45

15

I

C

I

150

250

audience seating

fellowship hall

250 worship pulpit, choir Retail

30

2.5

40

C

dressing/fitting room 350 mall concourse 20 1 30 C sales area

400 30 2.5 40 C

Sports arena 400

5

0

30

B

audience seating 150 court sports area – class 4 5 1.5 90 B court sports area – class 3

500 5 1.5 90 B

court sports area – class 2 800

5 1.5 90 B court sports area – class 1

1000 5 1.5 90 B

ring sports area 1600

5 1.5 90 B Transportation

600

20

2.5

65

H

air/train/bus – baggage 250 area airport – concourse 20 0 65 H seating area

150 10 0 65 H

terminal – ticket counter 150

10 2.5 65 H Warehouse

250

50

1

65

A

fine material storage 300 medium/bulky material 100 1 65 A medium/bulky material

200 100 1 65 A

with permanent shelving 200

that is > 60% of ceiling height

Notes to Table [A-8.4.3.3.(1)B] A-8.4.3.3.(1)B:

(1) An asterisk (*) in this column indicates that there is no recommended default schedule for the space type listed. In general, such space types will be simulated using a schedule that is similar to the adjacent spaces served: e.g. a corridor space serving an adjacent office space will be simulated using a schedule that is similar to that of the office space.

(2) The values are weighted averages that correspond to typical overall illuminance levels recommended for the buildings/space types listed and include both general lighting and task lighting. They are based on recommendations published by IES.



[8.4.3.5.] 8.4.3.5. Interior Lighting

[1] 1) Dwelling units shall be modeled with an installed lighting power density of 5 W/m2.

[2] 2) Where occupant sensorscontrols based on space occupancy are provided, the installed interior lighting power shall be multiplied corrected by the factor for occupancy control, Focc,i and the factor for personal control, Fpers,i as determined in accordance with Article 4.3.2.10. for the appropriate occupancy-sensing mechanism.with the appropriate adjustment factor from Section 4.3.

[3] 3) Where a detailed daylight-dependent controls are provided, daylighting calculations shall be performedcalculation is not provided in the energy model, it shall be carried out in accordance with Section 4.3. [a] --) for the lighting fixtures controlled by the daylight-dependent controls, and [b] --) where the energy model is unable to perform detailed daylighting calculations, by multiplying the installed interior

lighting power in the daylighted area by the factor for daylight harvesting, FDL,i, as calculated in accordance with Article 4.3.2.7.

[4] --) The illumination set-point of the photocontrols referred to in Sentence (3) shall be representative of the space use without task lighting. (See Appendix A.)

A-8.4.3.5.(4) Illumination Set-points. See Table A-8.4.3.3.(1)B.-2015 for default illuminance levels.

[8.4.4.4.] 8.4.4.4. Building Envelope Components [1] 1) Except as provided in Sentence (2), the solar absorptance of each opaque building assembly shall be modeled as being

identical to that determined for the proposed building in Sentence 8.4.3.4.(1).

[2] 2) The solar absorptance of roof assemblies shall be [a] a) if the actual solar absorptance for the proposed building is not used, set to the same value used in the proposed

building, or [b] b) if the actual solar absorptance for the proposed building is used, set to 0.7.

[3] 3) If the total vertical fenestration and door area to gross wall area ratio (FDWR) of the proposed building differs from the maximum permitted by Article 3.2.1.4., the FDWR of the reference building shall be adjusted proportionally along each orientation until it complies with that Article.

[4] 4) Permanent fenestration shading devices and projections shall not be modeled in the reference building.

[5] 5) If the proposed building is modeled with exterior shading provided by a nearby structure or building, the reference building shall also be modeled as such.

[6] 6) Air leakage rates shall be modeled as being identical to those determined for the proposed building in Sentence 8.4.3.4.(3).

[7] 7) Heat transfer through interior partitions shall be modeled as being identical to that of the proposed building.

[8] --) Except for overall thermal transmittance, fenestration shall be modeled with thermal and optical properties that are identical to those used for the proposed building. (See Appendix A.)

A-8.4.4.4.(8) Fenestration Properties. Solar heat gain is an example of a thermal property of fenestration.

[8.4.4.6.] 8.4.4.6. Lighting [1] 1) Except as provided in Sentences (2) and (3), the installed interior lighting power of the reference building shall be set at

the interior lighting power allowance determined in Article 4.2.1.5. or 4.2.1.6., as applicable.

[2] 2) Dwelling units shall be modeled with an installed lighting power density of 5 W/m2.

[3] 3) Where occupant sensors controls based on space occupancy are required by Subsection 4.2.2., the installed interior lighting power shall be multiplied by anthe factor for occupancy control, Focc,i, and the factor for personal control, Fpers,i, as determined in accordance with Article 4.3.2.10. for the appropriate occupancy-sensing mechanism. (See Appendix A.) adjustment factor of 0.9.

[4] 4) The proportions of radiant and convective heat and the percentage of heat gain from lighting going directly to return air shall be modeled as being identical to those determined for the proposed building in Article 8.4.2.7.

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[5] --) Except as provided in Sentence (9), for the purpose of determining the primary and secondary sidelighted areas, the total fenestration area of each thermal block shall be modeled for each orientation as a single centered window with the following characteristics: [a] --) a sill located 0.9 m above the floor, [b] --) a window height of 1.8 m, and [c] --) a width that would result in a window-to-wall-ratio meeting the maximum FDWR value permitted by Article 3.2.1.4.

[6] --) The primary and secondary sidelighted areas shall be determined assuming a depth of 2 m. (See Appendix A.)

[7] --) For the purpose of determining the daylighted area under skylights, the calculations shall be performed assuming a single square skylight positioned at the centre of each thermal block [a] --) that is sized to meet the maximum skylight-to-roof ratio permitted by Article 3.2.1.4., and [b] --) whose projection onto the floor extends horizontally in all directions for a distance equal to 0.5 times the ceiling height. (See Appendix A.)

[8] --) The combined input power within the daylighted areas shall be the sum of the daylighted areas multiplied by the appropriate interior lighting power allowance specified in Table 4.2.1.6.

[9] --) Where photocontrols are required by Subsection 4.2.2., their effect shall be evaluated in accordance with Sentences (10) to (12).

[10] --) Calculations of daylighting levels in each thermal block shall be performed assuming [a] --) the thermal block is a single open space surrounded by opaque walls, [b] --) floor, wall and ceiling reflectances of 0.15, 0.50 and 0.80, respectively, [c] --) illuminance levels measured at a height of 0.75 m from the floor, at the edge of the daylighted areas that is farthest

from the source of daylight and measured perpendicular to this source, and [d] --) a fenestration visible light transmittance corresponding

[i] --) to the area-weighted average of the visible light transmittance for that thermal block in the proposed building, or [ii] --) if there is no fenestration in the proposed building’s corresponding thermal block, to a value of 0.50.

[11] --) The illumination set-point of the photocontrols shall [a] --) be identical to that of the proposed building’s photocontrols, or [b] --) if there are no photocontrols in the proposed building, be representative of the space use assuming no task lighting.

(See Appendix A.)

[12] --) Where the energy model is unable to perform detailed daylighting calculations, the interior lighting power allowance in the daylighted area shall be multiplied by the factor for daylight harvesting, FDL,i, as calculated in accordance with Article 4.3.3.7.

A-8.4.4.6.(3) Controls Based on Space Occupancy. Subsection 4.2.2.-2015 presents several prescriptive control requirements for various space types. In establishing the reference building’s energy consumption, the controls resulting in the highest energy consumption can be selected where compliance options are provided.

A-8.4.4.6.(6) Depth of Sidelighted Areas. The depth of sidelighted areas is affected by window head height and obstructions within the space. Obstructions cannot be established for the reference building, therefore, the 2 m default depth stipulated in Sentence 8.4.4.6.(6) is to account for hypothetical obstructions, such as the walls of closed offices, high partitions, etc., that could be present within a single thermal block.

A-8.4.4.6.(7) Daylighted Area under Skylights. For the purpose of energy model calculations for the reference building, it is assumed that the toplighting contributions are from skylights only and not rooftop monitors.

A-8.4.4.6.(11) Illumination Set-points. See Table A-8.4.3.3.(1)B.-2015 for default illuminance levels.

RATIONALE

Problem During the fall 2013 public review, new prescriptive requirements for occupancy-sensing and daylighting controls were proposed for Section 4.2 of the NECB. For consistency, Part 8 needs to be updated to reflect those changes.

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Justification - Explanation This proposed change updates Part 8 for the impact on energy usage from occupancy-sensing and daylighting controls to reflect the changes to the Part 4 prescriptive requirements presented during the 2013 public review. The change will help ensure a consistent performance level whether the prescriptive or performance approach is used. Further details on the Part 4 prescriptive changes can be found by viewing PCF 585 at http://www.nationalcodes.nrc.gc.ca/eng/public_review/2013/pcfs/necb11_divb_04.02.02._000585.php

For Part 8, the modeling approach presented applies a similar approach to the Part 4 trade-off path. Further details on the Part 4 trade- off path and proposed approach can be found with PCF 840 which is also currently out for PR.

The reference building is modelled with the controls of the prescriptive path controls. Fenestration area criteria are provided for side- and top-light areas. Lux values provided in Table A-8.4.3.3.(1) are based on ASHRAE 90.1 2013 general lux values for the room. However, in some spaces, task lighting dominates and a weighted average of general and task is presented. Further, whole building avearage lux values are presented. Lux values were rounded to the nearest 25 value.

The proposed building is modeled with the controls of the design. Credit provided for daylighting and personals controls is calculated with the same factors for occupancy sensing as the Part 4 trade-off path. The factors are applied to the lighting power density (LPD), which is then modeled on an hourly basis. Use of a multiplier factor to the Part 4 trade-off F factors to account for the hourly calculation method of Part 8 was investigated. However the conservative estimates of savings were not found to justify the addition of a multiplier.


Enforcement implications None. Greater clarity is provided.

Who is affected Designers, energy modellers, builders, contractors and building officials


[8.4.2.7.] 8.4.2.7. ([1] 1) [F99-OE1.1] [8.4.2.7.] 8.4.2.7. ([2] 2) [F99-OE1.1] [8.4.2.7.] 8.4.2.7. ([3] 3) [F99-OE1.1] [8.4.2.7.] 8.4.2.7. ([4] 4) [F99-OE1.1] [8.4.2.7.] 8.4.2.7. ([5] 5) [F99-OE1.1] [8.4.3.3.] 8.4.3.3. ([1] 1) [F99-OE1.1] [8.4.3.5.] 8.4.3.5. ([1] 1) [F99-OE1.1] [8.4.3.5.] 8.4.3.5. ([2] 2) [F99-OE1.1] [8.4.3.5.] 8.4.3.5. ([3] 3) [F99-OE1.1] [8.4.4.4.] 8.4.4.4. ([1] 1) [F99-OE1.1] [8.4.4.4.] 8.4.4.4. ([2] 2) ([a] a) [F99-OE1.1] [8.4.4.4.] 8.4.4.4. ([2] 2) no attributions [8.4.4.4.] 8.4.4.4. ([3] 3) [F99-OE1.1] [8.4.4.4.] 8.4.4.4. ([4] 4) [F99-OE1.1] [8.4.4.4.] 8.4.4.4. ([5] 5) [F99-OE1.1] [8.4.4.4.] 8.4.4.4. ([6] 6) [F99-OE1.1] [8.4.4.4.] 8.4.4.4. ([7] 7) [F99-OE1.1] [8.4.4.4.] 8.4.4.4. ([7] 7) [F99-OE1.1] [8.4.4.6.] 8.4.4.6. ([1] 1) [F99-OE1.1] [8.4.4.6.] 8.4.4.6. ([2] 2) [F99-OE1.1] [8.4.4.6.] 8.4.4.6. ([3] 3) [F99-OE1.1] [8.4.4.6.] 8.4.4.6. ([4] 4) [F99-OE1.1] [8.4.4.6.] -- ([5] --) [F99-OE1.1] [8.4.4.6.] -- ([6] --) [F99-OE1.1] [8.4.4.6.] -- ([7] --) [F99-OE1.1] [8.4.4.6.] -- ([8] --) [F99-OE1.1] [8.4.4.6.] -- ([8] --) [F99-OE1.1] [8.4.4.6.] -- ([10] --) [F99-OE1.1] [8.4.4.6.] -- ([11] --) [F99-OE1.1] [8.4.4.6.] -- ([12] --) [F99-OE1.1]

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http://www.nationalcodes.nrc.gc.ca/eng/public_review/2013/pcfs/necb11_divb_04.02.02._000585.php�


Committee: Energy Efficiency in Buildings (SCEEB 7.09.04) Last modified: 2014-06-12 Page: 1/2

Proposed Change 817 Code Reference(s): NECB11 Div.B 8.4.4.9. Subject: Performance Compliance - Other Title: 8.4.4.9. Equipment Oversizing Description: The proposed change is intended to clarify wording that could be open to

interpretation.

EXISTING PROVISION

8.4.4.9. Equipment Oversizing 1) The heating equipment of the reference building shall be modeled as being oversized by the lesser of

a) the percentage of oversizing applied to the proposed building, or b) 30%.

2) The cooling equipment of the reference building shall be modeled as being oversized by the lesser of a) the percentage of oversizing applied to the proposed building, or b) 10%.

PROPOSED CHANGE

[8.4.4.9.] 8.4.4.9. Equipment Oversizing (See Appendix A.)

[1] 1) The heating equipment of the reference building shall be modeled as being oversized by the lesser of [a] a) the percentage of oversizing applied to the proposed building, or [b] b) 30%.

[2] 2) The cooling equipment of the reference building shall be modeled as being oversized by the lesser of [a] a) the percentage of oversizing applied to the proposed building, or [b] b) 10%.

A-8.4.4.9. Equipment Oversizing. Oversizing is an accepted industry practice that is implemented when safety factors are applied on the calculated load, when the reserve capacity for future use is included, or when equipment precisely matching the building’s calculated load is not available on the market. However, gross oversizing can lead to the inefficient operation of equipment: for example, poor efficiency when equipment is operating at part-load. The 30% oversizing for heating equipment, which includes pick-up loads, and the 10% oversizing for cooling equipment stated in Article 8.4.4.9. are upper limits selected to avoid gross oversizing when modeling the reference building.

RATIONALE

Problem Currently, the code wording could lend itself to interpretation issues on the reason oversizing modeling requirements are included in Part 8. Th

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Committee: Energy Efficiency in Buildings (SCEEB 7.09.04) Last modified: 2014-06-12 Page: 2/2

Justification - Explanation The proposed change adds an appendix note to provide greater clarity. For modelers a description of why oversizing can occur is provided. The note also clarifies that the upper limit the values in clauses 8.4.4.9.(1).(b) and 8.4.4.9.(2).(b) are meant to avoid gross oversizing.



Who is affected Designers, energy modelers, builders, contractors and building officials.


[8.4.4.9.] 8.4.4.9. ([1] 1) [F99-OE1.1] [8.4.4.9.] 8.4.4.9. ([2] 2) [F99-OE1.1]

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Committee: Energy Efficiency in Buildings (7.09.08) Last modified: 2014-06-17 Page: 1/2

Proposed Change 825 Code Reference(s): NECB11 Div.B 8.4.4.12. Subject: Performance Compliance - Other Title: 8.4.4.12 Cooling Tower Systems Description: Update of performance compliance to reflect the newly proposed Part 5

prescriptive requirement for cooling tower heat rejection. Related Provision(s): NECB 2010 Div. B 5.2.13.

EXISTING PROVISION

8.4.4.12. Cooling Tower Systems 1) Where applicable, water-cooled systems shall be paired to a direct-contact cooling tower that has

a) a capacity equal to the nominal heat rejection rate of the equipment, b) inlet and outlet water temperatures of 35°C and 29°C, respectively, and c) an inlet outside air wet bulb temperature of 24°C.

2) A cooling tower with a capacity not greater than 1 750 kW shall be modeled with one cell.

3) A cooling tower with a capacity greater than 1 750 kW shall be modeled with a number of cells equal to its capacity divided by 1 750 and rounded up to the nearest integer.

4) The pumping system shall be modeled as constant speed operation.

5) The pumping flow rate shall be set considering a) the cooling tower's capacity, b) use of pure water, and c) a 6°C temperature drop.

6) The fan of each cooling tower cell shall be modeled a) as constant speed operation, b) with a fan power equal to 0.015 multiplied by the cell's capacity in kW, and c) with cycling control to maintain an outlet water temperature of 29°C.

PROPOSED CHANGE

[8.4.4.12.] 8.4.4.12. Cooling Tower Systems [1] 1) Where applicable, water-cooled systems shall be paired to a axial-fan, direct-contact cooling tower that

has [a] a) a capacity equal to the nominal heat rejection rate of the equipment, [b] b) inlet and outlet water temperatures of 35°C and 29°C, respectively, and [c] c) an inlet outside air wet bulb temperature of 24°C.

[2] 2) A cooling tower with a capacity not greater than 1 750 kW shall be modeled with one cell.

[3] 3) A cooling tower with a capacity greater than 1 750 kW shall be modeled with a number of cells equal to its capacity divided by 1 750 and rounded up to the nearest integer.

[4] 4) The pumping system shall be modeled as constant speed operation.

[5] 5) The pumping flow rate shall be set considering [a] a) the cooling tower's capacity, [b] b) use of pure water, and [c] c) a 6°C temperature drop.

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Committee: Energy Efficiency in Buildings (7.09.08) Last modified: 2014-06-17 Page: 2/2

[6] 6) The fan of each cooling tower cell shall be modeled with cycling control to maintain an outlet water temperature of 29°C. [a] a) as constant speed operation, [b] b) with a fan power equal to 0.015 multiplied by the cell's capacity in kW, and [c] c) with cycling control to maintain an outlet water temperature of 29°C.

RATIONALE

Problem A new prescriptive requirement in Subsection 5.2.13 for heat rejection equipment was proposed during the fall 2013 public review. For consistency Part 8 needs to be updated to reflect the prescriptive requirement.

Justification - Explanation With the proposed change updates the energy usage of the reference cooling towers systems will match the new Subsection 5.2.13 prescriptive requirements. Making the change helps ensure a consistent performance level whether the prescriptive or performance approach is used.

Specification of constant speed operation is now included in the prescriptive requirement and no longer needs to be specified in Part 8. Similarly, fan power requirements no longer need to be specified since the prescriptive path has performance requirements based on equipment type. The proposed prescriptive requirements were presented in PCF 597 and can be found at http://www.nationalcodes.nrc.gc.ca/eng/public_review/2013/pcfs/necb11_divb_05.02._000597.php



Who is affected Designers, energy modellers, builders, contractors, and building officials.


[8.4.4.12.] 8.4.4.12. ([1] 1) [F99-OE1.1] [8.4.4.12.] 8.4.4.12. ([2] 2) [F99-OE1.1] [8.4.4.12.] 8.4.4.12. ([3] 3) [F99-OE1.1] [8.4.4.12.] 8.4.4.12. ([4] 4) [F99-OE1.1] [8.4.4.12.] 8.4.4.12. ([5] 5) [F99-OE1.1] [8.4.4.12.] 8.4.4.12. ([6] 6) [F99-OE1.1]

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http://www.nationalcodes.nrc.gc.ca/eng/public_review/2013/pcfs/necb11_divb_05.02._000597.php�

http://www.nationalcodes.nrc.gc.ca/eng/public_review/2013/pcfs/necb11_divb_05.02._000597.php�



Proposed Change 906 Code Reference(s): NFC10 Div.B 4.2. Subject: Other — Fire Protection Title: Storage Limit of Flammable and Combustible Liquide in Self-Service

Storage Buildings Description: To define the maximum quantities of flammable and combustible liquids

permitted to be stored in self-service storage buildings. Related Proposed Change(s):

PCF 389, PCF 905

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PROPOSED CHANGE

[4.2.] 4.2. Container Storage and Handling [4.2.1.] 4.2.1. Scope

[4.2.1.1.] 4.2.1.1. Application [4.2.2.] 4.2.2. General

[4.2.2.1.] 4.2.2.1. Prohibited Locations

[4.2.2.2.] 4.2.2.2. Storage Arrangement

[4.2.2.3.] 4.2.2.3. Separation from Other Dangerous Goods [4.2.3.] 4.2.3. Containers and Portable Tanks

[4.2.3.1.] 4.2.3.1. Design and Construction

[4.2.3.2.] 4.2.3.2. Markings or Labels

[4.2.3.3.] 4.2.3.3. Other Types of Containers [4.2.4.] 4.2.4. Assembly and Residential Occupancies

[4.2.4.1.] 4.2.4.1. Application

[4.2.4.2.] 4.2.4.2. Maximum Quantities

[4.2.4.3.] 4.2.4.3. Storage Cabinets and Storage Rooms

[4.2.4.4.] 4.2.4.4. Exterior Balconies

[4.2.4.5.] 4.2.4.5. Dwelling Units

[4.2.4.6.] 4.2.4.6. Attached Garages and Sheds [4.2.5.] 4.2.5. Mercantile Occupancies

[4.2.5.1.] 4.2.5.1. Application


[4.2.5.3.] 4.2.5.3. Containers

[4.2.5.4.] 4.2.5.4. Transfer [4.2.6.] 4.2.6. Business and Personal Services, Educational, Care, Treatment and Detention Occupancies

[4.2.6.1.] 4.2.6.1. Application

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[4.2.6.2.] 4.2.6.2. Storage Cabinets and Storage Rooms


[4.2.6.4.] 4.2.6.4. Containers [4.2.6.5.] 4.2.6.5. Separation of Dangerous Goods

[4.2.7.] 4.2.7. Industrial Occupancies

[4.2.7.1.] 4.2.7.1. Application [1] 1) Except as provided in Subsection 4.2.12.-2015 regarding self-service storage buildings, Tthis

Subsection applies to the storage of flammable liquids and combustible liquids in closed containers in industrial occupancies.

[4.2.7.2.] 4.2.7.2. Storage Facilities [4.2.7.3.] 4.2.7.3. Fire Compartments

[4.2.7.4.] 4.2.7.4. Dispensing and Transfer


[4.2.7.6.] 4.2.7.6. Fire Suppression Systems

[4.2.7.7.] 4.2.7.7. Clearances

[4.2.7.8.] 4.2.7.8. Aisles

[4.2.7.9.] 4.2.7.9. Separation from Other Dangerous Goods

[4.2.7.10.] 4.2.7.10. Separation from Combustible Products

[4.2.7.11.] 4.2.7.11. Absorbents [4.2.8.] 4.2.8. Incidental Use

[4.2.8.1.] 4.2.8.1. Application [4.2.8.2.] 4.2.8.2. Maximum Quantities

[4.2.8.3.] 4.2.8.3. Handling

[4.2.8.4.] 4.2.8.4. General Storage Areas

[4.2.9.] 4.2.9. Rooms for Container Storage and Dispensing

[4.2.9.1.] 4.2.9.1. Maximum Quantities [4.2.9.2.] 4.2.9.2. Spill Control

[4.2.9.3.] 4.2.9.3. Aisles

[4.2.9.4.] 4.2.9.4. Dispensing

[4.2.9.5.] 4.2.9.5. Explosion Venting

[4.2.10.] 4.2.10. Cabinets for Container Storage

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[4.2.10.1.] 4.2.10.1. Containers [4.2.10.2.] 4.2.10.2. Maximum Quantity per Cabinet

[4.2.10.3.] 4.2.10.3. Maximum Quantity per Fire Compartment

[4.2.10.4.] 4.2.10.4. Labelling

[4.2.10.5.] 4.2.10.5. Fire Endurance [4.2.10.6.] 4.2.10.6. Ventilation

[4.2.11.] 4.2.11. Outdoor Container Storage

[4.2.11.1.] 4.2.11.1. Quantities and Clearances

[4.2.11.2.] 4.2.11.2. Mixed Storage

[4.2.11.3.] 4.2.11.3. Fire Department Access

[4.2.11.4.] 4.2.11.4. Spill Control

[4.2.11.5.] 4.2.11.5. Fencing [4.2.12.] -- Self-Service Storage Buildings

[4.2.12.1.] --- Application [1] --) This Subsection applies to the storage and handling of flammable liquids and combustible liquids in

self-service storage buildings within the scope of Section 3.9. of Division B of the NBC.

[4.2.12.2.] --- Maximum Quantities [1] --) Not more than 50 L of flammable liquids and combustible liquids, of which not more than 30 L shall be

Class I liquids, are permitted to be stored in individual self-service storage units.

[4.2.12.3.] --- Dispensing and Handling [1] --) The dispensing and handing of flammable liquids and combustible liquids shall not be permitted within

[a] --) individual self-service storage units, and [b] --) common areas of the self-service storage building.

RATIONALE

Problem Some of the greatest issues pertaining to the construction of new storage facilities involve the issues of fire safety requirements and atypical interpretations to the local codes. Except for Ontario, Manitoba and Alberta, many locations have no building code specific to self-storages, and local planners attempt to apply the ‘most applicable’ code to the project.

The time required to review and apply various codes to a project can greatly lengthen a project approval time. Recent projects in BC have taken 12 months for the permit process which was largely caused by the circulation and interpretation of requirements pertaining to the building plans. This could have been avoided had self-storage specific code requirements been clear. In contrast the last two projects completed in Ontario took an average of 6 months for approvals to be attained. The projects in each case were similar in size, design and features.

Today there are just over 3,300 facilities operating in Canada, providing over 65 million sq. ft. of rentable space. Each year the industry adds approximately 10 to 20 new facilities and more than 1,000,000 sq. ft. of rentable space into the Canadian marketplace.

Justification - Explanation

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This proposed change, which forms part of the self-service storage garage package, defines the maximum quantities of flammable and combustible liquids permitted to be stored in the buildings and prohibits dispensing, handling, and transfer of flammable or combustible liquids in the rental space, and other common areas.

Maximum Quantities The maximum quantities were determined based on the maximum quantities permitted in attached garages and sheds for assembly and residential occupancies (Article 4.2.4.6.). Since each individual storage unit typically serves a household, it was felt that each storage unit would have no need to store flammable or combustible liquids in excess of this quantity. By limiting the quantity of flammable and combustible liquids permitted to be stored in each unit, it was felt that the risk of ignition resulting in explosion or fire was maintained at the same level compared to what is currently acceptable in attached garages or sheds.

Dispensing and Handling Permitting dispensing and handling of flammable and combustible liquids within the individual storage units and other common areas was felt to be an unacceptable level of risk.

Cost implications These changes will have a negligible or positive cost implication since the applicable requirements pertaining to self-service storage buildings will be harmonized and clarified throughout the Code.

Enforcement implications The proposed changes can be regulated using available resources. No additional implications to enforcement.

Who is affected Architects, engineers, building owners, regulators


[4.2.1.1.] 4.2.1.1. ([1] 1) no attributions [4.2.1.1.] 4.2.1.1. ([2] 2) no attributions [4.2.1.1.] 4.2.1.1. ([3] 3) no attributions [4.2.1.1.] 4.2.1.1. ([4] 4) no attributions [4.2.1.1.] 4.2.1.1. ([5] 5) no attributions [4.2.2.1.] 4.2.2.1. ([1] 1) [F10,F12,F05,F06-OS1.5] Applies to storage in or adjacent to exits or principal routes that provide access to exits. [4.2.2.1.] 4.2.2.1. ([1] 1) [F03-OS1.2] Applies to storage near elevators. [4.2.2.2.] 4.2.2.2. ([1] 1) [F20-OS1.1,OS1.2] [F04-OS1.2,OS1.5] [4.2.2.2.] 4.2.2.2. ([1] 1) [F20-OH5] [4.2.2.2.] 4.2.2.2. ([1] 1) [F04-OP1.2] [4.2.2.3.] 4.2.2.3. ([1] 1) no attributions [4.2.2.3.] 4.2.2.3. ([2] 2) no attributions [4.2.3.1.] 4.2.3.1. ([1] 1) [F20,F43,F80,F81-OH5] [4.2.3.1.] 4.2.3.1. ([1] 1) ([d] d) [F01,F43,F04-OS1.1] [4.2.3.1.] 4.2.3.1. ([1] 1) [F20,F43,F80,F81,F01-OS1.1] [4.2.3.2.] 4.2.3.2. ([1] 1) [F81-OS1.1] [F12-OS1.1,OS1.2] [4.2.3.2.] 4.2.3.2. ([2] 2) [F81-OS1.1] [F12-OS1.1,OS1.2] [4.2.3.3.] 4.2.3.3. ([1] 1) no attributions [4.2.4.1.] 4.2.4.1. ([1] 1) no attributions [4.2.4.2.] 4.2.4.2. ([1] 1) no attributions [4.2.4.2.] 4.2.4.2. ([2] 2) [F02-OS1.2] [4.2.4.2.] 4.2.4.2. ([2] 2) [F02-OP1.2] [4.2.4.2.] 4.2.4.2. ([3] 3) [F02-OS1.2] [4.2.4.2.] 4.2.4.2. ([3] 3) [F02-OP1.2]

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[4.2.4.2.] 4.2.4.2. ([4] 4) ([b] b) [F03-OS1.2] [4.2.4.2.] 4.2.4.2. ([4] 4) ([a] a) [F02-OS1.2] [4.2.4.2.] 4.2.4.2. ([4] 4) [F02,F03-OS1.2] [4.2.4.2.] 4.2.4.2. ([4] 4) ([a] a) [F02-OP1.2] Applies to storage in cabinets not exceeding the quantity permitted for one cabinet. [4.2.4.2.] 4.2.4.2. ([4] 4) [F02,F03-OP1.2] [4.2.4.2.] 4.2.4.2. ([4] 4) no attributions [4.2.4.3.] 4.2.4.3. ([1] 1) [F12-OS1.2] [F01-OS1.1] [4.2.4.3.] 4.2.4.3. ([1] 1) [F12-OP1.2] [F01-OP1.1] [4.2.4.3.] 4.2.4.3. ([2] 2) no attributions [4.2.4.4.] 4.2.4.4. ([1] 1) [F03-OS1.2] [4.2.4.4.] 4.2.4.4. ([1] 1) [F03-OP1.2] [4.2.4.5.] 4.2.4.5. ([1] 1) [F02-OS1.2] Applies to portion of Code text: “Not more ... than 10 L shall be Class I liquids, are permitted to be stored in each dwelling unit.” [4.2.4.5.] 4.2.4.5. ([1] 1) [F02-OS1.2] [4.2.4.5.] 4.2.4.5. ([1] 1) [F02-OP1.2] [4.2.4.5.] 4.2.4.5. ([1] 1) [F02-OP1.2] Applies to portion of Code text: “Not more … than 10 L shall be Class I liquids, are permitted to be stored in each dwelling unit.” [4.2.4.6.] 4.2.4.6. ([1] 1) [F02-OS1.2] [4.2.4.6.] 4.2.4.6. ([1] 1) [F02-OP1.2] [4.2.5.1.] 4.2.5.1. ([1] 1) no attributions [4.2.5.2.] 4.2.5.2. ([1] 1) no attributions [4.2.5.2.] 4.2.5.2. ([2] 2) [F02-OS1.2] [4.2.5.2.] 4.2.5.2. ([2] 2) [F02-OP1.2] [4.2.5.2.] 4.2.5.2. ([3] 3) [F02-OS1.2] [4.2.5.2.] 4.2.5.2. ([3] 3) [F02-OP1.2] [4.2.5.2.] 4.2.5.2. ([4] 4) no attributions [4.2.5.2.] 4.2.5.2. ([5] 5) [F02,F03-OS1.2] [4.2.5.2.] 4.2.5.2. ([5] 5) [F02,F03-OP1.2] [4.2.5.2.] 4.2.5.2. ([5] 5) no attributions [4.2.5.3.] 4.2.5.3. ([1] 1) [F01,F43-OS1.1] [4.2.5.3.] 4.2.5.3. ([2] 2) [F20-OS1.1,OS1.2] [F04-OS1.5] [4.2.5.3.] 4.2.5.3. ([2] 2) [F20-OH5] [4.2.5.3.] 4.2.5.3. ([2] 2) [F04-OP1.2] [4.2.5.3.] 4.2.5.3. ([3] 3) [F01,F43-OS1.2] [4.2.5.4.] 4.2.5.4. ([1] 1) [F01,F43-OS1.1] [4.2.5.4.] 4.2.5.4. ([1] 1) no attributions [4.2.5.4.] 4.2.5.4. ([2] 2) no attributions [4.2.6.1.] 4.2.6.1. ([1] 1) no attributions [4.2.6.2.] 4.2.6.2. ([1] 1) ([a] a) [F02-OS1.2] Applies to storage in cabinets not exceeding the quantity permitted for one cabinet. [4.2.6.2.] 4.2.6.2. ([1] 1) ([b] b) [F03-OS1.2] [4.2.6.2.] 4.2.6.2. ([1] 1) [F02,F03-OS1.2] [4.2.6.2.] 4.2.6.2. ([1] 1) [F01,F43-OS1.1] Applies to portion of Code text: “Except as permitted in Article 4.2.6.3., flammable liquids and combustible liquids shall be kept in closed containers …” [4.2.6.2.] 4.2.6.2. ([1] 1) ([a] a) [F02-OP1.2] Applies to storage in cabinets not exceeding the quantity permitted for one cabinet. [4.2.6.2.] 4.2.6.2. ([1] 1) [F02,F03-OP1.2] [4.2.6.2.] 4.2.6.2. ([1] 1) no attributions [4.2.6.3.] 4.2.6.3. ([1] 1) [F02,F03-OS1.2] [4.2.6.3.] 4.2.6.3. ([1] 1) [F02,F03-OP1.2] [4.2.6.3.] 4.2.6.3. ([2] 2) [F02-OS1.2] [4.2.6.3.] 4.2.6.3. ([2] 2) [F02-OP1.2]

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[4.2.6.4.] 4.2.6.4. ([1] 1) [F04,F43,F01-OS1.1] [F02-OS1.2] [4.2.6.4.] 4.2.6.4. ([1] 1) no attributions [4.2.6.5.] 4.2.6.5. ([1] 1) [F03-OS1.2] [4.2.6.5.] 4.2.6.5. ([1] 1) no attributions [4.2.7.1.] 4.2.7.1. ([1] 1) no attributions [4.2.7.2.] 4.2.7.2. ([1] 1) [F02,F03-OS1.2] [4.2.7.2.] 4.2.7.2. ([1] 1) [F02,F03-OP1.2] [4.2.7.3.] 4.2.7.3. ([1] 1) [F03-OS1.2] [4.2.7.3.] 4.2.7.3. ([1] 1) [F03-OP1.2] [4.2.7.4.] 4.2.7.4. ([1] 1) [F01,F02,F03-OS1.2] [4.2.7.4.] 4.2.7.4. ([1] 1) [F01,F02,F03-OP1.2] [4.2.7.4.] 4.2.7.4. ([1] 1) no attributions [4.2.7.4.] 4.2.7.4. ([2] 2) [F02,F01-OS1.2,OS1.1] [4.2.7.4.] 4.2.7.4. ([2] 2) [F01,F02-OP1.1,OP1.2] [4.2.7.5.] 4.2.7.5. ([1] 1) [F03,F02-OS1.2] [4.2.7.5.] 4.2.7.5. ([1] 1) [F43,F01-OS1.1] [4.2.7.5.] 4.2.7.5. ([1] 1) [F20-OS1.1,OS1.2] [F04-OS1.2,OS1.5] [4.2.7.5.] 4.2.7.5. ([1] 1) [F04-OP1.2] [4.2.7.5.] 4.2.7.5. ([1] 1) [F20-OH5] [4.2.7.5.] 4.2.7.5. ([1] 1) [F03,F02-OP1.2] [4.2.7.5.] 4.2.7.5. ([2] 2) [F03-OS1.2] [4.2.7.5.] 4.2.7.5. ([2] 2) [F03-OP1.2] [4.2.7.5.] 4.2.7.5. ([2] 2) ([b] b) [4.2.7.5.] 4.2.7.5. ([3] 3) no attributions [4.2.7.5.] 4.2.7.5. ([4] 4) no attributions [4.2.7.6.] 4.2.7.6. ([1] 1) [F02-OS1.2] [4.2.7.6.] 4.2.7.6. ([1] 1) [F02-OP1.1] [4.2.7.6.] 4.2.7.6. ([1] 1) ([b] b) [4.2.7.7.] 4.2.7.7. ([1] 1) [F04-OS1.3] [4.2.7.7.] 4.2.7.7. ([1] 1) [F04-OP1.3] [4.2.7.7.] 4.2.7.7. ([2] 2) [F02-OS1.2] [4.2.7.7.] 4.2.7.7. ([2] 2) [F02-OP1.2] [4.2.7.7.] 4.2.7.7. ([3] 3) [F81,F82-OS1.1] [F10-OS1.5] [4.2.7.8.] 4.2.7.8. ([1] 1) no attributions [4.2.7.9.] 4.2.7.9. ([1] 1) no attributions [4.2.7.10.] 4.2.7.10. ([1] 1) [F03-OS1.2] [4.2.7.11.] 4.2.7.11. ([1] 1) no attributions [4.2.8.1.] 4.2.8.1. ([1] 1) no attributions [4.2.8.2.] 4.2.8.2. ([1] 1) [F02-OS1.2] [4.2.8.2.] 4.2.8.2. ([1] 1) [F02-OP1.2] [4.2.8.2.] 4.2.8.2. ([2] 2) [F02-OS1.2] [4.2.8.2.] 4.2.8.2. ([2] 2) [F02-OP1.2] [4.2.8.2.] 4.2.8.2. ([3] 3) [F02-OS1.2] [4.2.8.2.] 4.2.8.2. ([3] 3) [F02-OP1.2] [4.2.8.2.] 4.2.8.2. ([3] 3) no attributions [4.2.8.3.] 4.2.8.3. ([1] 1) [F01-OS1.1] [4.2.8.4.] 4.2.8.4. ([1] 1) [F02,F03-OS1.2] [4.2.8.4.] 4.2.8.4. ([1] 1) [F02,F03-OP1.2]

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[4.2.8.4.] 4.2.8.4. ([1] 1) no attributions [4.2.8.4.] 4.2.8.4. ([2] 2) no attributions [4.2.8.4.] 4.2.8.4. ([3] 3) no attributions [4.2.8.4.] 4.2.8.4. ([4] 4) [F02-OS1.2] [4.2.8.4.] 4.2.8.4. ([4] 4) [F02-OP1.2] [4.2.8.4.] 4.2.8.4. ([5] 5) no attributions [4.2.8.4.] 4.2.8.4. ([6] 6) no attributions [4.2.9.1.] 4.2.9.1. ([1] 1) [F02-OS1.2] Applies to storage densities averaged over the total room area. [4.2.9.1.] 4.2.9.1. ([1] 1) [F02-OS1.2] Applies to the total quantities of flammable liquids and combustible liquids. [4.2.9.1.] 4.2.9.1. ([1] 1) [F03-OS1.2] Applies to the fire-resistance ratings of fire separations . [4.2.9.1.] 4.2.9.1. ([1] 1) [F02-OP1.2] Applies to storage densities averaged over the total room area. [4.2.9.1.] 4.2.9.1. ([1] 1) [F02-OP1.2] Applies to the total quantities of flammable liquids and combustible liquids. [4.2.9.1.] 4.2.9.1. ([1] 1) [F03-OP1.2] Applies to the fire-resistance ratings of fire separations. [4.2.9.1.] 4.2.9.1. ([1] 1) no attributions [4.2.9.1.] 4.2.9.1. ([2] 2) [F02-OS1.2] [4.2.9.1.] 4.2.9.1. ([2] 2) [F02-OP1.2] [4.2.9.1.] 4.2.9.1. ([2] 2) no attributions [4.2.9.1.] 4.2.9.1. ([3] 3) no attributions [4.2.9.2.] 4.2.9.2. ([1] 1) [F44-OS1.1,OS1.2] [4.2.9.2.] 4.2.9.2. ([1] 1) [F44-OP1.2] [4.2.9.2.] 4.2.9.2. ([1] 1) [F44-OH5] [4.2.9.3.] 4.2.9.3. ([1] 1) [F81,F82-OS1.1,OS1.2] [F12-OS1.2] [F10-OS1.5] [4.2.9.3.] 4.2.9.3. ([1] 1) [F12-OP1.2] [4.2.9.4.] 4.2.9.4. ([1] 1) [F43,F01-OS1.1] [4.2.9.5.] 4.2.9.5. ([1] 1) no attributions [4.2.10.1.] 4.2.10.1. ([1] 1) [F43,F01-OS1.1] Applies to storage in closed containers. [4.2.10.1.] 4.2.10.1. ([1] 1) no attributions [4.2.10.2.] 4.2.10.2. ([1] 1) [F02-OS1.2] [4.2.10.2.] 4.2.10.2. ([1] 1) [F02-OP1.2] [4.2.10.3.] 4.2.10.3. ([1] 1) [F02-OS1.2] [4.2.10.3.] 4.2.10.3. ([1] 1) [F02-OP1.2] [4.2.10.3.] 4.2.10.3. ([2] 2) [F02-OS1.2] [4.2.10.3.] 4.2.10.3. ([2] 2) [F02-OP1.2] [4.2.10.3.] 4.2.10.3. ([3] 3) [F02-OS1.2] [4.2.10.3.] 4.2.10.3. ([3] 3) [F02-OP1.2] [4.2.10.4.] 4.2.10.4. ([1] 1) [F01-OS1.1] [4.2.10.5.] 4.2.10.5. ([1] 1) [F01-OS1.1] [4.2.10.5.] 4.2.10.5. ([1] 1) [F44-OS1.1] [4.2.10.5.] 4.2.10.5. ([1] 1) [F03-OS1.2] [4.2.10.5.] 4.2.10.5. ([1] 1) [F03-OP1.2] [4.2.10.5.] 4.2.10.5. ([1] 1) [F44-OP1.1] [4.2.10.5.] 4.2.10.5. ([1] 1) [F44-OH5] [4.2.10.6.] 4.2.10.6. ([1] 1) ([a] a) [F01-OS1.1,OS1.2] Applies to materials providing equivalent fire protection.([b] b) [F01-OS1.1,OS1.2] Applies to the vent piping providing equivalent fire protection. [4.2.10.6.] 4.2.10.6. ([1] 1) ([a] a) [F01-OS1.1] Applies to portion of Code text: “… the ventilation openings shall be sealed …”([b] b) [F01-OS1.1] Applies to portion of Code text:”… the cabinet shall be vented outdoors …” [4.2.11.1.] 4.2.11.1. ([1] 1) [F03,F02-OS1.2] [4.2.11.1.] 4.2.11.1. ([1] 1) [F03,F02-OP3.1] [4.2.11.1.] 4.2.11.1. ([2] 2) ([a] a),([b] b) [F03,F02-OS1.2] [4.2.11.1.] 4.2.11.1. ([2] 2) ([a] a),([b] b) [F03,F02-OP3.1]

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[4.2.11.2.] 4.2.11.2. ([1] 1) no attributions [4.2.11.3.] 4.2.11.3. ([1] 1) [F12-OP3.1] [4.2.11.4.] 4.2.11.4. ([1] 1) no attributions [4.2.11.5.] 4.2.11.5. ([1] 1) no attributions [4.2.12.1.] -- ([1] --) no attributions [4.2.12.2.] -- ([1] --) [F02-OS1.2] [4.2.12.2.] -- ([1] --) [F02-OP1.2] [4.2.12.3.] -- ([1] --) [F01,F43-OS1.1] [4.2.12.3.] -- ([1] --) [F02,F43-OS1.2] [4.2.12.3.] -- ([1] --) [F01-OP1.1] [4.2.12.3.] -- ([1] --) [F02,F43-OP1.2]

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Committee: Hazardous Materials and Activities (2010-5.8.7.) Last modified: 2014-06-19 Page: 1/3

Proposed Change 900 Code Reference(s): NFC10 Div.B 4.3.1.10. Subject: Storage Tanks Title: Storage Tank Repair and Refurbishment Description: This proposed change removes the reference to the withdrawn certification

programs when reusing storage tanks in accordance with Article 4.3.1.10. and adds appropriate references to new standards when reusing storage tanks (adds CAN/ULC-S669, API 653, and STI-SP031).


CCR 823

EXISTING PROVISION

4.3.1.10. Reuse 1) A storage tank that has been taken out of service shall not be reused for the storage of flammable

liquids or combustible liquids unless it has been a) refurbished so as to conform to one of the standards listed in Sentence 4.3.1.2.(1), or b) refurbished in conformance with Sentence (2) or (3).

2) A storage tank is permitted to be refurbished for aboveground use in conformance with one of the following standards:

a) ULC-S601(A), “Refurbishing of Steel Aboveground Horizontal Tanks for Flammable and Combustible Liquids,”

b) ULC-S630(A), “Refurbishing of Steel Aboveground Vertical Tanks for Flammable and Combustible Liquids.”

3) A storage tank is permitted to be refurbished for underground use in conformance with one of the following standards:

a) ULC-S603(A), “Refurbishing of Steel Underground Tanks for Flammable and Combustible Liquids,”

b) ULC-S615(A), “Refurbishing of Reinforced Plastic Underground Tanks for Flammable and Combustible Liquids.”

(See Appendix A.)

4) A riveted storage tank shall not be relocated.

A-4.3.1.10.(3) Storage tanks can also be refurbished for underground use in conformance with , "". The process outlined in this document is applicable in a limited number of cases such as when the storage tank is in a location that is hard to reach.

PROPOSED CHANGE

[4.3.1.10.] 4.3.1.10. Reuse [1] 1) A storage tank that has been taken out of service shall not be reused for the storage of flammable

liquids or combustible liquids unless it has been [a] a) refurbished so as to conform to one of the standards listed in Sentence 4.3.1.2.(1), or [b] b) refurbished in conformance with Sentence (2) or (3).

[2] 2) A storage tank is permitted to be refurbished for aboveground use in conformance with one of the following standards:good engineering practice such as that described in

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[a] a) ULC-S601(A), “Refurbishing of Steel Aboveground Horizontal Tanks for Flammable and Combustible Liquids,”API 653, “Tank Inspection, Repair, Alteration, and Reconstruction,” and

[b] b) ULC-S630(A), “Refurbishing of Steel Aboveground Vertical Tanks for Flammable and Combustible Liquids.”STI SP031, “Repair of Shop Fabricated Aboveground Tanks for Storage of Flammable and Combustible Liquids.”

[3] 3) A storage tank is permitted to be refurbished for underground use in conformance with one of the following standards:good engineering practice such as that described in [a] a) ULC-S603(A), “Refurbishing of Steel Underground Tanks for Flammable and Combustible

Liquids,”CAN/ULC-S669, “Internal Retrofit Systems for Flammable and Combustible Liquid Tanks.”

[b] b) ULC-S615(A), “Refurbishing of Reinforced Plastic Underground Tanks for Flammable and Combustible Liquids.”, "".

(See Appendix A.)

[4] 4) A riveted storage tank shall not be relocated.

RATIONALE

Problem As of August 23, 2012 – Underwriters Laboratories of Canada has withdrawn the Technical Supplements ULC- S601 (A)-2001, ULC-S603 (A)-2001, ULC-S615 (A)-2001, ULC-S630 (A)-2001. By withdrawing these certification programs, Code users have no means to repair or refurbish a storage tank without sending the tank back to the manufacturer or replacing it with a new storage tank. In some cases where the tank is difficult or costly to remove, on-site refurbishment is required.

Justification - Explanation As the referenced CAN/ULC publications and Certification programs are no longer available, replacement of these references in the NFC was required. For aboveground storage tanks, API 653, "Tank Inspection, Repair, Alteration, and Reconstruction" and STI SP031, “Standard for the Repair of Shop Fabricated Aboveground Tanks for Storage of Combustible Liquids on Field Erected Storage Tanks” were considered. For underground storage tanks, CAN/ULC-S669, “Standard for Internal Retrofit Systems for Flammable and Combustible Liquid Tanks” can be used when upgrading or retrofitting the lining of the tank. The scope of CAN/ULC-S669 applies when replacing the tank lining, and does include procedures when repairing the host tank. It is not the intent of this reference to apply the repair of the host tank without also changing the tank liner.

The intent is that these references for the repair of aboveground and underground storage tanks provide authorities having jurisdictions and manufacturers with a set of requirements for the on-site repair of a storage tank.

Cost implications On a case by case basis this may have a negative or positive effect. Providing a means for tank owners to repair a storage tank on-site may be more cost effective than either replacing the storage tank with a new tank, or sending the tank back to the manufacturer for repair and re-installation. In a small number of cases, the withdrawn certification program may have required fewer repair requirements to comply with and in these cases, the proposed repair costs may be more expensive (especially for underground storage tanks). In some jurisdictions, repair of underground storage tanks is not permitted and this would have no cost impact on those tanks.

Enforcement implications This change would have a positive impact on enforcement by providing a means for the on-site repair of storage tanks. Authorities having jurisdiction will be able to verify that the tank has been repaired to a recognized tank standard by the certification label.

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This change would provide up to date clarity for authorities having jurisdiction and can be enforced with current infrastructure and therefore facilitate enforcement. No increase in resources anticipated to be required.

Who is affected regulators, engineers, building owners, tank owners, designers, fire services, and building managers.


[4.3.1.10.] 4.3.1.10. ([1] 1) ([a] a) [4.3.1.10.] 4.3.1.10. ([1] 1) ([b] b) [4.3.1.10.] 4.3.1.10. ([2] 2) [F20,F43,F01-OS1.1] [4.3.1.10.] 4.3.1.10. ([2] 2) [F20,F43-OH5] [4.3.1.10.] 4.3.1.10. ([3] 3) [F20,F43,F01-OS1.1] [4.3.1.10.] 4.3.1.10. ([3] 3) [F20,F43-OH5] [4.3.1.10.] 4.3.1.10. ([4] 4) [F81-OH5] [4.3.1.10.] 4.3.1.10. ([4] 4) [F81-OS1.1]

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Committee: Hazardous Materials and Activities (2010-4.8.3.7.) Last modified: 2014-05-07 Page: 1/3

Proposed Change 479 Code Reference(s): NFC10 Div.B 5.5.5.1. Subject: Dangerous Goods — Laboratories Title: Maximum Quantities of Dangerous Goods Kept in Laboratories Description: This proposed change expands the maximum quantities of dangerous

goods kept in laboratories to include all classes of dangerous goods including flammable and combustible liquids and compressed gases.

PROPOSED CHANGE

[5.5.5.1.] 5.5.5.1. Maximum Quantities [1] 3) Except as provided in Sentences (2) and (3), the quantities of dangerous goods for use in a laboratory

shall be kept to a minimum and shall [a] --) not exceed the supply necessary for normal operations, and [b] --) be stored in conformance with Part 3 or Part 4 outside the laboratory.

[2] 1) The quantities of dangerous goods classified as flammable liquids or combustible liquids for use in a laboratory shall be kept to a minimum and shall not exceed [a] a) 300 L, not more than 50 L of which shall be Class I liquids, when located in an area of a Group

A, Division 2 educational occupancy or a Group D major occupancy other than the basement, [b] b) the quantities permitted in Sentence 4.2.6.3.(1), when located in any area, including the

basement, of a Group B major occupancy, or [i] i)

[ii] ii) [c] --) the quantities permitted in Part 4, when located in a basement. (See Appendix A.)

[3] 2) Quantities of dangerous goods classified as compressed gases kept in the open area of a laboratory in a building containing any major occupancy other than an industrial occupancy shall [a] a) in a sprinklered building, not exceed

[i] --) 56 m3 of dangerous goods classified as flammable gases, [ii] --) 85 m3 of dangerous goods classified as oxidizing gases, or

[iii] --) 92 m3 of dangerous goods classified as toxic gases, [b] b) in an unsprinklered building, not exceed

[i] --) 28 m3 of lighter-than-air dangerous goods classified as flammable gases, [ii] --) 43 m3 of dangerous goods classified as oxidizing gases, or

[iii] --) 46 m3 of dangerous goods classified as toxic gases, or [c] --) in a building containing a Group A, Division 2 educational occupancy or Group B major

occupancy, not exceed 50% of the quantities stated in Clauses (a) and (b).

[4] --) The quantities of dangerous goods permitted by Sentences (1) to (3) do not include the amount contained in the piping systems conveying the dangerous goods from an external source to the laboratory.

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RATIONALE

Problem Generally, it is understood that the storage of compressed gases is permitted within a fire compartment in accordance with Part 3 of Division B of the NFC. If quantities are below the value found in Table 3.2.7.1. and Sentence 3.2.8.2.(2) limits of Div. B of the NFC, then cylinders of compressed gases would be permitted to be stored in a laboratory, otherwise they would be required to be located in a storage room. NFC limits lighter-than-air flammable gases in a building, stored outside of a storage room, to 60 m3 in unsprinklered buidling of combustible construction and 170 m3 in a sprinklered building of noncombustible construction.

Currently, cylinders of compressed gases connected to equipment are not considered to count towards the volume in storage since these are classified as "in use". The quantity of compressed gases considered to be "in use" is therefore, not regulated.

The Task Group on Use and Classification of Dangerous Goods:Laboratories (TG) has concluded that the maximum quantities of dangerous goods in a laboratory (fire compartment) either "in use" or stored, present the same hazard to people and the building in a fire emergency and/or upon accidental release of the gases in the atmosphere. When cylinders of compressed gases are exposed to flame, the hazard associated with the expansion of the gas(es) inside each cylinder is indepented whehter the cylinders are "in use" or in storage.

The TG confirmed the intent to limit the maximum quantity of dangerous goods classified as compressed gases in a laboratory, including those cylinders "in use".

Justification - Explanation The Task Group on Use and Classification of Dangerous Goods:Laboratories (TG) considered that the hazards associated with the presence of cylinders of compressed gases in laboratories used for experiment, measurement, etc., were equivalent to the hazards associated with the storage of these cylinders.

In is understood that some quantities of dangerous goods are required to ensure the normal operation of the various experiments being conducted in laboratories. However, the TG concluded that the large majority of cylinders of compressed gases found in laboratories poses a serious threat to the safety of person and to the building. In several areas, those quantities were in excess of the normal necessary operation. The TG confirmed that the use, handling and storage of dangerous goods, including flammable and combustible liquids, in laboratories need to comply with the current provisions of Parts 3, 4 and 5 of Div. B of the NFC.

This meant that the maximum quantities defined in Table 3.2.7.1. of Div. B of the NFC should also apply to the quantities of dangerous goods used in laboratories, including the ones considered to be "in use".

To establish the limits defined by the proposed changes, the TG considered the limits defined in the NFPA 45, "Standard of Fire Protection for Laboratories Using Chemicals." This proposal restricts the maximum quantities permitted for flammable and oxidizing gases not in cabinet and toxic gases in a cabinet, based on suggestions to keep toxic gases in cabinets at all times. The proposal further restricts these quantities in buildings containing educational, assembly or Group B major occupancies. This measure is generally consistent with NFPA 45 standard limits for low hazard laboratories.

Cost implications The TG considered that some costs would be required to accomodate the lesser quantities of dangerous goods found in laboratories with the provision of additional storage cabinets. However, it is believed that those extra costs would be compensated with a better management of the quantities of cylinders of compressed gases and better storage practices in dedicated storage room. Th

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Enforcement implications A better understanding of the maximum quantities allowed in a laboratory as Code users are already familiar with Part 3 of Div. B of the NFC.

Who is affected Operators, building owners, regulators, designers.


[5.5.5.1.] 5.5.5.1. ([1] 3) [F02-OS1.2] [5.5.5.1.] 5.5.5.1. ([1] 3) [F02-OP1.2] [5.5.5.1.] 5.5.5.1. ([1] 3) no attributions [5.5.5.1.] 5.5.5.1. ([2] 1) [F02-OP1.2] [5.5.5.1.] 5.5.5.1. ([2] 1) [F02-OS1.2] [5.5.5.1.] 5.5.5.1. ([2] 1) ([b] b) [5.5.5.1.] 5.5.5.1. ([2] 1) ([a] a) -- (--) [F02-OS1.2] -- (--) [F02-OP1.2] -- (--) (c)

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Committee: Structural Design (2010-05.13.2), Housing and Small Buildings


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Proposed Change 737 Code Reference(s): NBC10 Div.B 4.1.5.14. Subject: Live Load Due to Use and Occupancy — Guard Loads and Effects Title: Maximum Picket Deflection Description: This proposed change is intended to introduce deflection limits for guard

pickets. EXISTING PROVISION

4.1.5.14. Loads on Guards

(See Appendix A.) 1) The minimum specified horizontal load applied inward or 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 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, whichever governs for

locations other than those described in Clauses (a) and (b).

2) Individual elements within the guard, including solid panels and pickets, shall be designed for a load of 0.5 kN applied 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.

3) The loads required in Sentence (2) need not be considered to act simultaneously with the loads provided for in Sentences (1) and (4).

4) 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).

5) For loads on handrails, refer to Sentence 3.4.6.5.(12). A-4.1.5.14. and 4.1.5.15.(1) Design of Guards. In the design of guards, due consideration should be given to the durability of the members and their connections.

PROPOSED CHANGE [4.1.5.14.] 4.1.5.14. Loads on Guards

(See Appendix A.) [1] 1) The minimum specified horizontal load applied inward or outward at the minimum required height of

every required guard shall be [a] a) 3.0 kN/m for open viewing stands without fixed seats and for means of egress in grandstands,

stadia, bleachers and arenas, [b] b) a concentrated load of 1.0 kN applied at any point for access ways to equipment platforms,

contiguous stairs and similar areas where the gathering of many people is improbable, and [c] c) 0.75 kN/m or a concentrated load of 1.0 kN applied at any point, whichever governs for





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[2] 2) Individual elements within the guard, including solid panels and pickets, shall be designed for a load of 0.5 kN applied 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.

[3] --) The maximum deflection of individual elements within a guard shall not exceed 1/360th of the length of the element when subject to a specified live load of 0.1 kN applied so as to produce the most critical effect.

[4] 3) The loads required in Sentence (2) need not be considered to act simultaneously with the loads provided for in Sentences (1) and (4).

[5] 4) 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).

[6] 5) For loads on handrails, refer to Sentence 3.4.6.5.(12). REVISED PROPOSED CHANGE FOLLOWING PUBLIC REVIEW

[4.1.5.14.] 4.1.5.14. Loads on Guards

(See Appendix A.) [1] 1) The minimum specified horizontal load applied inward or outward at the minimum required height of

every required guard shall be [a] a) 3.0 kN/m for open viewing stands without fixed seats and for means of egress in grandstands,

stadia, bleachers and arenas, [b] b) a concentrated load of 1.0 kN applied at any point for access ways to equipment platforms,

contiguous stairs and similar areas where the gathering of many people is improbable, and [c] c) 0.75 kN/m or a concentrated load of 1.0 kN applied at any point, whichever governs for


[2] 2) Individual elements within the guard, including solid panels and pickets, shall be designed for a load of 0.5 kN applied 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.

[3] --) The maximum deflection of individual size of the opening between any two adjacent vertical elements within a guard shall not exceed 1/360th of the length of the element 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.

[4] 3) The loads required in Sentence (2) need not be considered to act simultaneously with the loads provided for in Sentences (1) and (4).

[5] 4) 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).

[6] 5) For loads on handrails, refer to Sentence 3.4.6.5.(12). RATIONALE

Problem There currently are no deflection limits for elements within a guard such as pickets.

Justification - Explanation Set a deflection limit using a specified load that is readily testable during inspection.




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Cost implications Possible increase in cost for guard elements.

Enforcement implications Additional enforcement requirement – is readily testable during inspection

Who is affected Building officials, consultants, contractors, manufacturers, building owners


[4.1.5.14.] 4.1.5.14. ([1] 1) [F20-OS2.1] [4.1.5.14.] 4.1.5.14. ([2] 2) [F20-OS2.1,OS2.4] [4.1.5.14.] -- ([3] --) [F22-OS2.4] [4.1.5.14.] 4.1.5.14. ([4] 3) no attributions [4.1.5.14.] 4.1.5.14. ([5] 4) [F20-OS2.1] [4.1.5.14.] 4.1.5.14. ([6] 5) no attributions