jswizzle3737/ontario_laws_and_regs huggingface dataset:
Note to Table 3.13.4.5.:
3.16.1.6. Sprinkler System  (1) An automatic sprinkler system conforming to this Article shall be installed in a floor area containing a shelf and rack storage system. (2) The automatic sprinkler system shall be designed, constructed, installed and tested in conformance with NFPA 13, “Installation of Sprinkler Systems” or the appropriate NFPA sprinkler standard for the most severe hazard to which the storage system is exposed. (3) Sprinkler protection shall be provided under all platforms and walkways. (4) Except where the platforms or walkways are of open construction, any openings for egress stairs shall be protected by non-combustible draft stops not less than 450 mm below the floors above. (5) The automatic sprinkler system shall be electrically supervised to indicate a trouble signal on the building fire alarm system annunciator or where the building does not have a fire alarm system, to notify the person controlling the operation of the building for each of the situations listed in Sentence 3.2.4.9.(2). (6) The automatic sprinkler system shall be designed to notify the fire department that a waterflow switch has been activated. (7) The notification to the person controlling the building and the fire department referred to in Sentences (5) and (6) shall be provided in accordance with Sentence 3.2.4.7.(4). (8) A permanent sign shall be posted, at or near the sprinkler control valve, containing, (a) the word NOTICE in contrasting letters, (b) a description of the commodity class as defined in NFPA 13, “Installation of Sprinkler Systems”, and (c) the sprinkler design criteria used for the shelf and rack storage system.
Note to Table 3.13.4.5.:
3.16.2.1. Application  (1) The requirements in this Subsection apply to a shelf and rack storage system intended for the storage of Class I, II, III and IV commodities as defined in NFPA 13, “Installation of Sprinkler Systems”.
Note to Table 3.13.4.5.:
3.16.2.2. Construction (1) Where the height of a shelf and rack storage system, measured from the floor supporting the system to the topmost portion of the shelf, exceeds 18 m, (a) a fire alarm and detection system conforming to Subsection 3.2.4. shall be installed with, (i) pull stations located at all exit doors including exit doors serving elevated decks and walkways, and (ii) smoke detectors located, at the ceiling of all rooms and areas containing the shelf and rack storage system, within exit stair enclosures at the top, and at every third level of elevated deck or walkway, and (b) the fire alarm and detection system required by Clause (a), shall be designed to notify the fire department upon activation, and (c) the shelf and rack storage system shall be designed only for the storage of Class I, II and III commodities as defined in NFPA 13, “Installation of Sprinkler Systems”. 3.16.3. Storage of Group A, B and C Plastics and Rubber Tires
Note to Table 3.13.4.5.:
3.16.3.1. Application  (1) The requirements in this Subsection apply to a shelf and rack storage system intended for the storage of Group A, B and C plastics and rubber tires as defined in NFPA 13, “Installation of Sprinkler Systems”.
Note to Table 3.13.4.5.:
3.16.3.2. Construction  (1) A shelf and rack storage system intended for the storage of rubber tires shall conform to the requirements to Subsection 3.3.1. “Indoor Tire Storage” of the Fire Code made under the Fire Protection and Prevention Act, 1997. (2) Platform and walkway levels shall not be of open construction. (3) A shelf and rack storage system shall not exceed 7 m in height. Section 3.17. Additional Requirements for Change of Use 3.17.1. Scope
Note to Table 3.13.4.5.:
3.17.1.1. Application  (1) This Section applies where proposed construction in respect of an existing building will result in any of the following changes of use of all or part of the building: (a) a change of the major occupancy of all or part of a building that is designated with a “Y” in Table 1.3.1.4. of Division C, (b) a suite of a Group C major occupancy is converted into more than one suite of a Group C major occupancy, (c) a suite or part of a suite of a Group A, Division 2 or a Group A, Division 4 major occupancy is converted to a gaming premises, (d) a farm building or part of a farm building is changed to a major occupancy, (e) a building or part of a building is changed to a post-disaster building, or (f) the use of a building or part of a building is changed and the previous major occupancy of the building or part of the building cannot be determined. (2) For the purposes of this Section and Sentences 11.4.2.1.(1) and 11.4.2.5.(4), the changes of use set out in Clauses (1)(b) to (d) shall also be deemed to constitute a change in major occupancy. (3) The requirements of this Section are in addition to the requirements of other Parts of this Division as they apply to the proposed construction. 3.17.2. Additional Construction
Note to Table 3.13.4.5.:
3.17.2.1. Change of Use and Compensating Construction (1) Where proposed construction will result in a change of use described in Clauses 3.17.1.1.(1)(a) to (d), additional construction shall be required in order that the building or part of a building subject to the change of use conforms to the requirements of Subsection 3.2.6. and Sections 3.7., 3.11. and 3.12. as they apply to the new major occupancy that the building or part of a building is to support. (2) For the purposes of this Article, existing buildings shall be classified as to their construction and occupancy as provided for in Sentence 11.2.1.1.(1).
Note to Table 3.13.4.5.:
3.17.2.2. Performance Level and Compensating Construction (1) The performance level of a building after construction shall not be less than the performance level of the building prior to construction. (2) For the purposes of Sentence (1), reduction of performance level shall be determined in accordance with Articles 11.4.2.1., 11.4.2.3. and 11.4.2.5. (3) Where proposed construction would reduce the performance level of an existing building, compensating construction shall be required in conformance with Articles 11.4.3.1., 11.4.3.2., 11.4.3.4. and 11.4.3.6. (4) Section 11.5. applies in respect of the requirements of Sentences 11.4.3.4.(1), (3) and (4). O. Reg. 350/06, Division B, Part 3; O. Reg. 137/07, ss. 8-26; O. Reg. 205/08, ss. 2-10; O. Reg. 503/09, ss. 13-57; O. Reg. 159/12, ss. 2, 3. PART 4   STRUCTURAL DESIGN  Section

4.1.

Structural Loads and Procedures


 

4.1.1.

General


 

4.1.2.

Specified Loads and Effects


 

4.1.3.

Limit States Design


 

4.1.4.

Dead Loads


 

4.1.5.

Live Loads Due to Use and Occupancy


 

4.1.6.

Loads Due to Snow and Rain


 

4.1.7.

Wind Load


 

4.1.8.

Earthquake Loads and Effects


 

 

 


Section

4.2.

Foundations


 

4.2.1.

General


 

4.2.2.

Subsurface Investigations and Reviews


 

4.2.3.

Materials Used in Foundations


 

4.2.4.

Design Requirements


 

4.2.5.

Excavations 


 

4.2.6.

Shallow Foundations


 

4.2.7.

Deep Foundations


 

4.2.8.

Special Foundations


 

 

 


Section

4.3.

Design Requirements for Structural Materials


 

4.3.1.

Wood


 

4.3.2.

Plain and Reinforced Masonry


 

4.3.3.

Plain, Reinforced and Prestressed Concrete


 

4.3.4.

Steel


 

4.3.5.

Aluminum


 

4.3.6.

Glass


 

 

 


Section

4.4.

Design Requirements for Special Structures


 

4.4.1.

Air-Supported Structures


 

4.4.2.

Parking Structures 


 

4.4.3.

Guards Over Retaining Walls


 

4.4.4.

Anchor Systems on Building Exterior


 

4.4.5.

Manure Storage Tanks Section 4.1. Structural Loads and Procedures 4.1.1. General
Note to Table 3.13.4.5.:
4.1.1.1. Scope (1) The scope of this Part shall be as described in Subsection 1.1.2. of Division A.
Note to Table 3.13.4.5.:
4.1.1.2. Reserved
Note to Table 3.13.4.5.:
4.1.1.3. Design Requirements (1) Buildings and their structural members and connections including formwork and falsework shall be designed to have sufficient structural capacity and structural integrity to safely and effectively resist all loads, effects of loads and influences that may reasonably be expected, having regard to the expected service life of buildings, and shall in any case satisfy the requirements of this Section. (2) Buildings and their structural members shall be designed for serviceability, in accordance with Articles 4.1.3.4. to 4.1.3.6. (3) All permanent and temporary structural members, including formwork and falsework of a building, shall be protected against loads exceeding the specified loads during the construction period except when, as verified by analysis or test, temporary overloading of a structural member would result in no impairment of that member or any other member. (4) Precautions shall be taken during all stages of construction to ensure that the building is not damaged or distorted due to loads applied during construction.
Note to Table 3.13.4.5.:
4.1.1.4 Design Basis (1) Except as provided in Sentence (2) and (3), buildings and their structural members shall be designed in conformance with the procedures and practices provided in this Part. (2) Provided the design is carried out by a person especially qualified in the specific methods applied and provided the design demonstrates a level of safety and performance in accordance with the requirements of this Part, buildings and their structural components falling within the scope of this Part that are not amenable to analysis using a generally established theory may be designed by, (a) evaluation of a full-scale structure or a prototype by a loading test, or (b) studies of model analogues. (3) Communications towers, dish antennas and their supporting structures shall conform to CSA S37, “Antennas, Towers, and Antenna Supporting Structures”. 4.1.2. Specified Loads and Effects
Note to Table 3.13.4.5.:
4.1.2.1. Loads and Effects (1) Except as provided in Article 4.1.2.2., the categories of loads, specified loads and effects set out in Table 4.1.2.1.A. shall be taken into consideration in the design of a building and its structural members and connections. Table 4.1.2.1.A.   Categories of Loads, Specified Loads and Effects Forming Part of Sentence 4.1.2.1.(1)  Column 1

Column 2


Symbol

Loads, Specified Loads, or Effects (1)


D

dead load – a permanent load (2) due to the weight of building components as specified in Subsection 4.1.4.


E

earthquake load and effects – a rare load (4) due to an earthquake, as specified in Subsection 4.1.8.


H

a permanent load (2) due to lateral earth pressure, including groundwater


L

live load – a variable load (3) due to intended use and occupancy (including loads due to cranes and the pressure of liquids in containers), as specified in Subsection 4.1.5.


P

permanent effects caused by prestress


S

variable load (3) due to snow including ice and associated rain, as specified in Article 4.1.6.2., or due to rain, as specified in Article 4.1.6.4.


T

effects due to contraction, expansion, or deflection caused by temperature changes, shrinkage, moisture changes, creep, ground settlement, or a combination of them


W

wind load – a variable load (3) due to wind, as specified in Subsection 4.1.7.
Notes to Table 4.1.2.1.A.:
4.1.3.1. Definitions (1) In this Part, the term, (a) “limit states” means those conditions of a building structure that result in the building ceasing to fulfill the function for which it was designed. (Those limit states concerning safety are called ultimate limit states (ULS) and include exceeding the load-carrying capacity, overturning, sliding and fracture; those limit states that restrict the intended use and occupancy of the building are called serviceability limit states (SLS) and include deflection, vibration, permanent deformation and local structural damage such as cracking; and those limit states that represent failure under repeated loading are called fatigue limit states), (b) “specified loads (D, E, H, L, P, S, T and W)” mean those loads set out in Table 4.1.2.1.A., (c) “principal load” means the specified variable load or rare load that dominates in a given load combination, (d) “companion load” means a specified variable load that accompanies the principal load in a given load combination, (e) “service load” means a specified load used for the evaluation of a serviceability limit state, (f) “principal-load factor” means a factor applied to the principal load in a load combination to account for the variability of the load and load pattern and the analysis of its effects, (g) “companion-load factor” means a factor that, when applied to a companion load in the load combination, gives the probable magnitude of a companion load acting simultaneously with the factored principal load, (h) “importance factor, I,” means a factor applied in Subsections 4.1.6. to 4.1.8. to obtain the specified load and take into account the consequences of failure as related to the limit state and the use and occupancy of the building, (i) “factored load” means the product of a specified load and its principal-load factor or companion-load factor, (j) “effects” refers to forces, moments, deformations or vibrations that occur in the structure, (k) “nominal resistance, R,” of a member, connection or structure, is based on the geometry and on the specified properties of the structural materials, (l) “resistance factor, Φ,” means a factor applied to a specified material property or to the resistance of a member, connection or structure, and that, for the limit state under consideration, takes into account the variability of dimensions and material properties, workmanship, type of failure and uncertainty in the prediction of resistance, and (m) “factored resistance, ΦR,” means the product of nominal resistance and the applicable resistance factor.
Notes to Table 4.1.2.1.A.:
4.1.3.2. Strength and Stability  (1) A building and its structural components shall be designed to have sufficient strength and stability so that the factored resistance, ΦR, is greater than or equal to the effect of factored loads, which shall be determined in accordance with Sentence (2). (2) The effect of factored loads for a building or structural component shall be determined in accordance with the load combination cases listed in Table 4.1.3.2. and the requirements of this Article, the applicable combination being that which results in the most critical effect. (3) Where the effects due to lateral earth pressure, H, restraint effects from pre-stress, P, and imposed deformation, T, affect the structural safety, they shall be taken into account in the calculations, with load factors of 1.5, 1.0 and 1.25 assigned to H, P and T respectively. (4) Except as provided in Sentence 4.1.8.16.(1), the counteracting factored dead load, 0.9D in load combination cases 2, 3 and 4 and 1.0D in load combination case 5, shall be used when the dead load acts to resist overturning, uplift, sliding, failure due to stress reversal, and to determine anchorage requirements and the factored resistance of members. (5) The principal-load factor 1.5 for live load, L, in Table 4.1.3.2. may be reduced to 1.25 for liquids in tanks. (6) The companion-load factor 0.5 for live load, L, in Table 4.1.3.2. shall be increased to 1.0 for storage areas and for equipment areas and service rooms referred to in Table 4.1.5.3. (7) The load factor 1.25 for dead load, D, in Table 4.1.3.2. for soil, superimposed earth, plants and trees shall be increased to 1.5, except that when the soil depth exceeds 1.2 m, the factor may be reduced to 1 + 0.6/hs but not less than 1.25, where hs is the depth of soil in metres supported by the structure. (8) Earthquake load, E, in load combination case 5 of Table 4.1.3.2. includes horizontal earth pressure due to earthquake determined in accordance with Sentence 4.1.8.16.(4). (9) Provision shall be made to ensure adequate stability of the structure as a whole and adequate lateral, torsional and local stability of all structural parts. (10) Sway effects produced by vertical loads acting on the structure in its displaced configuration shall be taken into account in the design of buildings and their structural members. Table 4.1.3.2.   Load Combinations for Ultimate Limit States Forming Part of Sentence 4.1.3.2.(2)  Column 1

Column 2

Column 3


Case

Load Combination(1)


Principal Loads

Companion Loads


1

1.4D

 


2

(1.25D(2) or 0.9D(3)) +1.5L(4)

0.5S(5) or 0.4W


3

(1.25D(2) or 0.9D(3)) +1.5S

0.5L(5)(6) or 0.4W


4

(1.25D(2) or 0.9D(3)) +1.4W

0.5L(6) or 0.5S


5

1.0D(3) + 1.0E(7)

0.5L(5)(6) + 0.25S(5)
Notes to Table 4.1.3.2.:
4.1.3.3. Fatigue (1) A building and its structural components, including connections, shall be checked for fatigue failure under the effect of the cyclical loads, as required in the standards listed in Section 4.3. (2) Where vibration effects, such as resonance and fatigue resulting from machinery and equipment, are likely to be significant, a dynamic analysis shall be carried out.
Notes to Table 4.1.3.2.:
4.1.3.4. Serviceability (1) A building and its structural components shall be checked for serviceability limit states as defined in Clause 4.1.3.1.(1)(a) under the effect of service loads for serviceability criteria specified or recommended in Articles 4.1.3.5. and 4.1.3.6. and in the standards listed in Section 4.3.
Notes to Table 4.1.3.2.:
4.1.3.5. Deflection (1) In proportioning structural members to limit serviceability problems resulting from deflections, consideration shall be given to, (a) the intended use of the building or member, (b) limiting damage to non-structural members made of materials whose physical properties are known at the time of design, (c) limiting damage to the structure itself, and (d) creep, shrinkage, temperature changes and prestress. (2) The lateral deflection of buildings due to service wind and gravity loads shall be checked to ensure that structural elements and non-structural elements, whose nature is known at the time the structural design is carried out, will not be damaged. (3) Except as provided in Sentence (4), the total drift per storey under service wind and gravity loads shall not exceed 1/500 of the storey height unless other drift limits are specified in the design standards referenced in Section 4.3. (4) The deflection limits required in Sentence (3) do not apply to industrial buildings or sheds if experience has proven that greater movement will have no significant adverse effects on the strength and function of the building. (5) The building structure shall be designed for lateral deflection due to E, in accordance with Article 4.1.8.13.
Notes to Table 4.1.3.2.:
4.1.3.6. Vibration (1) Floor systems susceptible to vibration shall be designed so that vibrations will have no significant adverse effects on the intended occupancy of the building. (2) Where the fundamental vibration frequency of a structural system supporting an assembly occupancy used for rhythmic activities, such as dancing, concerts, jumping exercises or gymnastics, is less than 6 Hz, the effects of resonance shall be investigated by means of a dynamic analysis. (3) A building susceptible to lateral vibration under wind load shall be designed in accordance with Article 4.1.7.2. so that the vibrations will have no significant adverse effects on the intended use and occupancy of the building. 4.1.4. Dead Loads
Notes to Table 4.1.3.2.:
4.1.4.1. Dead Loads (1) The specified dead load for a structural member consists of, (a) the weight of the member itself, (b) the weight of all materials of construction incorporated into the building to be supported permanently by the member, (c) the weight of partitions, (d) the weight of permanent equipment, and (e) the vertical load due to earth, plants and trees (2) Except as provided in Sentence (5), in areas of a building where partitions other than permanent partitions are shown on the drawings, or where partitions might be added in the future, allowance shall be made for the weight of such partitions. (3) The partition weight allowance in Sentence (2) shall be determined from the actual or anticipated weight of the partitions placed in any probable position, but shall be not less than 1 kPa over the area of floor being considered. (4) Partition loads used in design shall be shown on the drawings. (5) In cases where the dead load of the partition is counteractive, the load allowances referred to in Sentences (2) and (3) shall not be included in the design calculations. (6) Except for structures where the dead load of soil is part of the load-resisting system, where the dead load due to soil, superimposed earth, plants and trees is counteractive, it shall not be included in the design calculations. 4.1.5. Live Loads Due to Use and Occupancy
Notes to Table 4.1.3.2.:
4.1.5.1. Loads Due to Use of Floors and Roofs (1) Except as provided in Sentence (2), the specified live load on an area of floor or roof depends on the intended use and occupancy, and shall not be less than the uniformly distributed load patterns in Article 4.1.5.3., the loads resulting from the intended use or the concentrated loads in Article 4.1.5.10., whichever produces the most critical effect. (2) For buildings in the Low Importance Category as described in Table 4.1.2.1.B., a factor of 0.8 may be applied to the live load.
Notes to Table 4.1.3.2.:
4.1.5.2. Uses Not Stipulated (1) Except as provided in Sentence (2), where the use of an area of floor or roof is not provided for in Article 4.1.5.3., the specified live loads due to the use and occupancy of the area shall be determined from an analysis of the loads resulting from the weight of, (a) the probable assembly of persons, (b) the probable accumulation of equipment and furnishings, and (c) the probable storage of materials. (2) For buildings in the Low Importance Category as described in Table 4.1.2.1.B., a factor of 0.8 may be applied to the live load.
Notes to Table 4.1.5.3.:
4.1.5.5. Loads on Exterior Areas (1) Exterior areas accessible to vehicular traffic shall be designed for their intended use, including the weight of fire fighting equipment, but not for less than the snow and rain loads prescribed in Subsection 4.1.6. (2) Except as provided in Sentences (3) and (4), roofs shall be designed for the uniform live loads specified in Table 4.1.5.3., the concentrated live loads listed in Table 4.1.5.10., or the snow and rain loads prescribed in Subsection 4.1.6., whichever produces the most critical effects in the members concerned. (3) Exterior areas accessible to pedestrian traffic, but not vehicular traffic, shall be designed for their intended use, but not less than the greater of, (a) the live load prescribed for assembly areas in Table 4.1.5.3., or (b) the snow, and rain prescribed in Subsection 4.1.6. (4) Roof parking decks shall be designed for the uniformly distributed live loads specified in Table 4.1.5.3., the concentrated live loads listed in Table 4.1.5.10., or the roof snow load, whichever produces the most critical effect in the members concerned.
Notes to Table 4.1.5.3.:
4.1.5.7. Floor Loads Due to Intended Use (1) Equipment areas and service rooms, factories, storage areas and warehouses shall be designed for the live loads due to their intended use but not less than the specified loads listed in Table 4.1.5.3.
Notes to Table 4.1.5.3.:
4.1.5.8. More Than One Occupancy (1) Where an area of floor or roof is intended for 2 or more occupancies at different times, the value to be used from Table 4.1.5.3. shall be the greatest value for any of the occupancies concerned.
Notes to Table 4.1.5.3.:
4.1.5.9. Variation with Tributary Area (1) An area used for assembly occupancies designed for a live load of less than 4.8 kPa and roofs designed for the minimum loading specified in Table 4.1.5.3. shall have no reduction for tributary area. (2) Where a structural member supports a tributary area of a floor or a roof, or a combination of them, that is greater than 80 m² and either used for assembly occupancies designed for a live load of 4.8 kPa or more, or used for storage, manufacturing, retail stores, garages or as a footbridge, the specified live load due to use and occupancy is the load specified in Article 4.1.5.3. multiplied by, 0.5 + where A is the tributary area in square metres for this type of use and occupancy. (3) Where a structural member supports a tributary area of a floor or a roof or a combination of them, that is greater than 20 m² and used for any use or occupancy other than assembly occupancies and those indicated in Sentences (1) and (2), the specified live load due to use and occupancy, is the load specified in Article 4.1.5.3. multiplied by, 0.3 + where B is the tributary area in square metres for this type of use and occupancy. (4) Where the specified live load for a floor is reduced in accordance with Sentence (2) or (3), the structural drawings shall indicate that a live load reduction factor for tributary area has been applied.
Notes to Table 4.1.5.3.:
4.1.5.10. Concentrated Loads (1) The specified live load due to possible concentrations of load resulting from the use of an area of floor or roof shall not be less than that listed in Table 4.1.5.10. applied over an area of 750 mm by 750 mm located so as to cause maximum effects, except that for occupancies not listed in Table 4.1.5.10., the concentrations of load shall be determined in accordance with Article 4.1.5.2. Table 4.1.5.10.   Specified Concentrated Live Loads on an Area of Floor or Roof Forming Part of Sentence 4.1.5.10.(1)  Column 1

Column 2


Area of Floor or Roof

Minimum Specified Concentrated Load, kN


Roof surfaces

1.3


Floors of classrooms

4.5


Floors of offices, manufacturing buildings, hospital wards and stages

9.0


Floors and areas used by passenger cars

11


Floors and areas used by vehicles not exceeding 3600 kg gross weight

18


Floors and areas used by vehicles exceeding 3600 kg but not exceeding 9000 kg gross weight

36


Floors and areas used by vehicles exceeding 9000 kg gross weight

54


Driveways and sidewalks over areaways and basements

54
Notes to Table 4.1.5.3.:
4.1.5.11. Sway Forces in Assembly Occupancies (1) The floor assembly and other structural elements that support fixed seats in any building used for assembly occupancies accommodating large numbers of people at one time, such as grandstands, stadia and theatre balconies, shall be designed to resist a horizontal force equal to not less than 0.3 kN for each metre length of seats acting parallel to each row of seats, and not less then 0.15 kN for each metre length of seats acting at right angles to each row of seats, based on the assumption that these forces are acting independently of each other.
Notes to Table 4.1.5.3.:
4.1.5.12. Crane-Supporting Structures and Impact of Machinery and Equipment (1) The minimum specified load due to equipment, machinery or other objects that may produce impact shall be the sum of the weight of the equipment or machinery and its maximum lifting capacity, multiplied by an appropriate factor listed in Table 4.1.5.12. (2) Crane runway structures shall be designed to resist a horizontal force applied normal to the top of the rails equal to not less than 20% of the sum of the weights of the lifted load and the crane trolley, excluding other parts of the crane. (3) The force described in Sentence (2) shall be equally distributed on each side of the runway and shall be assumed to act in either direction. (4) Crane runway structures shall be designed to resist a horizontal force applied parallel to the top of the rails equal to not less than 10% of the maximum wheel loads of the crane. Table 4.1.5.12.   Factors for the Calculation of Impact Loads Forming Part of Sentence 4.1.5.12.(1)  Column 1

Column 2


Cause of Impact

Factor


Operation of cab or radio-operated cranes

1.25


Operation of pendant or hand-operated cranes

1.10


Operation of elevators

(1)


Supports for light machinery, shaft or motor-driven

1.20


Supports for reciprocating machinery (e.g. compressors)

1.50


Supports for power-driven units (e.g. piston engines)

1.50
Notes to Table 4.1.5.12.:
4.1.5.13. Bleachers (1) Bleacher seats shall be designed for a uniformly distributed live load of 1.75 kN for each linear metre or for a concentrated load of 2.2 kN distributed over a length of 750 mm, whichever produces the most critical effect on the supporting members. (2) Bleachers shall be checked by the erector after erection to ensure that all structural members, including bracing specified in the design, have been installed. (3) Telescopic bleachers shall be provided with locking devices to ensure stability while in use.
Notes to Table 4.1.5.12.:
4.1.5.14. Helicopter Landing Areas (1) Helicopter landing areas on roofs shall be constructed in conformance with the requirements contained in “Canadian Aviation Regulations – Part III”, published by Transport Canada.
Notes to Table 4.1.5.12.:
4.1.5.15. Loads on Guards (1) The minimum specified horizontal load applied inward or outward at the top of every required guard shall be, (a) 3.0 kN/m 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 3.4.6.4.(9).
Notes to Table 4.1.5.12.:
4.1.5.16. Loads on Vehicle Guardrails (1) Vehicle guardrails for storage garages shall be designed for a concentrated load of 22 kN applied horizontally outward at any point 500 mm above the floor surface.
Notes to Table 4.1.5.12.:
4.1.5.17. Loads on Walls Acting As Guards (1) Where the floor elevation on one side of a wall, including a wall around a shaft, is more than 600 mm higher than the elevation of the floor or ground on the other side, the wall shall be designed to resist the appropriate lateral design loads prescribed elsewhere in this Section or 0.5 kPa, whichever produces the more critical effect.
Notes to Table 4.1.5.12.:
4.1.5.18. Firewalls (1) Firewalls shall be designed to resist the maximum effect due to, (a) the appropriate lateral design loads prescribed elsewhere in this Section, or (b) a factored lateral load of 0.5 kPa under fire conditions, as described in Sentence (2). (2) Under fire conditions, where the fire-resistance rating of the structure is less than that of the firewall, (a) lateral support shall be assumed to be provided by the structure on one side only, or (b) another structural support system capable of resisting the loads imposed by a fire on either side of the firewall shall be provided. 4.1.6. Loads Due to Snow and Rain
Notes to Table 4.1.5.12.:
4.1.6.1. Specified Load Due to Rain or to Snow and Associated Rain (1) The specified load on a roof or any other building surface subject to snow and associated rain shall be the snow load specified in Article 4.1.6.2., or the rain load specified in Article 4.1.6.4., whichever produces the more critical effect.
Notes to Table 4.1.5.12.:
4.1.6.3. Full and Partial Loading (1) A roof or other building surface and its structural members subject to loads due to snow accumulation shall be designed for the specified load in Sentence 4.1.6.2.(1), distributed over the entire loaded area. (2) In addition to the distribution in Sentence (1), flat roofs and shed roofs, gable roofs of 15° slope or less, and arched or curved roofs shall be designed for the specified uniform snow load indicated in Sentence 4.1.6.2.(1), which shall be calculated using Ca = 1.0, distributed on any one portion of the loaded area, and half of this load on the remainder of the loaded area, in such a way as to produce the most critical effects on the member concerned.
Notes to Table 4.1.5.12.:
4.1.6.4. Specified Rain Load (1) Except as provided in Sentence (4), the specified load, S, due to the accumulation of rainwater on a surface whose position, shape and deflection under load make such an accumulation possible, is that resulting from the one-day rainfall determined in conformance with Subsection 1.1.2. and applied over the horizontal projection of the surface and all tributary surfaces. (2) The provisions of Sentence (1) apply whether or not the surface is provided with a means of drainage, such as rain water leaders. (3) Except as provided for in Sentence 4.1.6.2.(1), loads due to rain need not be considered to act simultaneously with loads due to snow. (4) Where scuppers are provided and where the position, shape and deflection of the loaded surface make an accumulation of rainwater possible, the loads due to rain shall be the lesser of either the one-day rainfall determined in conformance with Subsection 1.1.2. or a depth of rainwater equal to 30 mm above the level of the scuppers, applied over the horizontal projection of the surface and tributary areas. 4.1.7. Wind Load
Notes to Table 4.1.5.12.:
4.1.7.2. Dynamic Effects of Wind (1) Buildings whose height is greater than 4 times their minimum effective width, which is defined in Sentence (2), or greater than 120 m and other buildings whose light weight, low frequency and low damping properties make them susceptible to vibration shall be designed by, (a) experimental methods for the danger of dynamic overloading, vibration and the effects of fatigue, or (b) using a dynamic approach to the action of wind gusts. (2) The effective width, w, of a building shall be calculated using the formula,  where, the summations are over the height of the building for a given wind direction, hi is the height above grade to level i, as defined in Sentence 4.1.7.1.(5), and wi is the width normal to the wind direction at height hi, the minimum effective width is the lowest value of the effective width considering all possible wind directions.
Notes to Table 4.1.5.12.:
4.1.7.3. Full and Partial Loading (1) Buildings and structural members shall be capable of withstanding the effects of, (a) the full wind loads acting along each of the two principal horizontal axes considered separately, (b) the wind loads as described in Clause (a) but with 100% of the load removed from any portion of the area, (c) the wind loads as in Clause (a) but considered simultaneously at 75% of their full value, and (d) the wind loads as described in Clause (c) but with 50% of these loads removed from any portion of the area.
Notes to Table 4.1.5.12.:
4.1.7.4. Interior Walls and Partitions (1) In the design of interior walls and partitions, due consideration shall be given to differences in air pressure on opposite sides of the wall or partition that may result from, (a) pressure differences between the windward and leeward sides of a building, (b) stack effects due to a difference in air temperature between the exterior and interior of the building, and (c) air pressurization by the mechanical services of the building. 4.1.8. Earthquake Load and Effects
Notes to Table 4.1.5.12.:
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.(6), is less than or equal to 0.12.
Notes to Table 4.1.5.12.:
4.1.8.3. General Requirements (1) The building shall be designed to meet the requirements of this Subsection and of the design standards referenced in Section 4.3. (2) Structures shall be designed with a clearly defined load path, or paths, that will transfer the inertial forces generated in an earthquake to the supporting ground. (3) The structure shall have a clearly defined Seismic Force Resisting System(s) (SFRS), as defined in Article 4.1.8.2. (4) The SFRS shall be designed to resist 100% of the earthquake loads and their effects. (5) All structural framing elements not considered to be part of the SFRS must be investigated and shown to behave elastically or to have sufficient non-linear capacity to support their gravity loads while undergoing earthquake-induced deformations calculated from the deflections determined in Article 4.1.8.13. (6) Stiff elements that are not considered part of the SFRS, such as concrete, masonry, brick or pre-cast walls or panels, shall be, (a) separated from all structural elements of the building such that no interaction takes place as the building undergoes deflections due to earthquake effects as calculated in this Subsection, or (b) made part of the SFRS and satisfy the requirements of this Subsection. (7) Stiffness imparted to the structure from elements not part of the SFRS, other than those described in Sentence (6), shall not be used to resist earthquake deflections but shall be accounted for, (a) in calculating the period of the structure for determining forces if the added stiffness decreases the fundamental lateral period by more than 15%, (b) in determining the irregularity of the structure, except the additional stiffness shall not be used to make an irregular SFRS regular or to reduce the effects of torsion, and (c) in designing the SFRS if inclusion of the elements not part of the SFRS in the analysis has an adverse effect on the SFRS. (8) Structural modelling shall be representative of the magnitude and spatial distribution of the mass of the building and of the stiffness of all elements of the SFRS, including stiff elements that are not separated in accordance with Sentence 4.1.8.3.(6), and shall account for, (a) the effect of cracked sections in reinforced concrete and reinforced masonry elements, (b) the effect of the finite size of members and joints, (c) sway effects arising from the interaction of gravity loads with the displaced configuration of the structure, and (d) other effects that influence the lateral stiffness of the building.
Notes to Table 4.1.5.12.:
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 1.1.2. and are based on a 2% probability of exceedance in 50 years. (2) Site classifications for ground shall conform to Table 4.1.8.4.A. and shall be determined using S except as provided in Sentence (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. (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). (5) To determine Fa and Fv for Site Class F, site-specific geotechnical investigations and dynamic site response analysis shall be performed. (6) 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 Table 4.1.8.4.A.   Site Classification for Seismic Site Response Forming Part of Sentences 4.1.8.4.(2) and (3)  Column 1

Column 2

Column 3

Column 4

Column 5


 

 

Average Properties in Top 30 m


Site Class

Ground Profile Name

Average Shear Wave Velocity, S (m/s)

Average Standard Penetration Resistance 60

Soil Undrained Shear Strength, su


A

Hard rock

S > 1500

n/a

n/a


B

Rock

760<S ≤1500

n/a

n/a


C

Very dense soil and soft rock

360<S <760

60> 50

su > 100kPa


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(1)

Site-specific evaluation required
Notes to Table 4.1.8.4.C.:
4.1.8.5. Importance Factor (1) The earthquake importance factor, IE, shall be determined according to Table 4.1.8.5. Table 4.1.8.5.   Importance Factor for Earthquake Loads and Effects, IE Forming Part of Sentence 4.1.8.5.(1)  Column 1

Column 2

Column 3


 

Importance Factor, IE


Importance Category

ULS

SLS(1)


Low

0.8

 


Normal

1.0

 


High

1.3

 


Post-disaster

1.5
Notes to Table 4.1.8.5.:
4.1.8.6. Structural Configuration (1) Structures having any of the features listed in Table 4.1.8.6. shall be designated irregular. (2) Structures not classified as irregular according to Sentence 4.1.8.6.(1) may be considered regular. (3) Except as required by Article 4.1.8.10., in cases where IEFaSa(0.2) is equal to or greater than 0.35, structures designated as irregular must satisfy the provisions referenced in Table 4.1.8.6. Table 4.1.8.6.   Structural Irregularities(1) Forming Part of Sentence 4.1.8.6.(1)  Column 1

Column 2

Column 3


Type

Irregularity Type and Definition

Notes


 

Vertical Stiffness Irregularity

 


1

Vertical stiffness irregularity shall be considered to exist when the lateral stiffness of the SFRS in a storey is less than 70% of the stiffness of any adjacent storey, or less than 80% of the average stiffness of the three storeys above or below.

(2)(3)


 

Weight (mass) Irregularity 

(2)


2

Weight irregularity shall be considered to exist where the weight, Wi, of any storey is more than 150% of the weight of an adjacent storey. A roof that is lighter than the floor below need not be considered.

 


 

Vertical Geometric Irregularity 

(2)(3)(4)


3

Vertical geometric irregularity shall be considered to exist where the horizontal dimension of the SFRS in any storey is more than 130% of that in an adjacent storey.

 


 

In-Plane Discontinuity in Vertical Lateral-Force-Resisting Element

 


4

An in-plane offset of a lateral-force-resisting element of the SFRS or a reduction in lateral stiffness of the resisting element in the storey below.

(2)(3)(4)


 

Out-of-Plane Offsets

 


5

Discontinuities in a lateral force path, such as out-of-plane offsets of the vertical elements of the SFRS.

(2)(3)(4)


 

Discontinuity in Capacity – Weak Storey

 


6

A weak storey is one in which the storey shear strength is less than that in the storey above. The storey shear strength is the
total strength of all seismic-resisting elements of the SFRS sharing the storey shear fo the direction under consideration.

(3)


 

Torsional Sensitivity (to be considered when diaphragms are not flexible)

 


7

Torsional sensitivity shall be considered to exist when the ratio B calculated according to Sentence 4.1.8.11.(9) exceeds 1.7.

(2)(3)(5)


 

Non-orthogonal Systems

 


8

A non-orthogonal system irregularity shall be considered to exist when the SFRS is not oriented along a set of orthogonal axes.

(6)
Notes to Table 4.1.8.9.:
4.1.8.10. Additional System Restrictions (1) Except as required by Clause (2)(b), structures with a Type 6 irregularity, Discontinuity in Capacity – Weak Storey, as described in Table 4.1.8.6., are not permitted unless IEFaSa(0.2) is less than 0.2 and the forces used for design of the SFRS are multiplied by RdRo. (2) Post-disaster buildings shall, (a) not have any irregularities conforming to Types 1, 3, 4, 5 and 7 as described in Table 4.1.8.6., in cases where IEFaSa(0.2) is equal to or greater than 0.35, (b) not have a Type 6 irregularity as described in Table 4.1.8.6., and (c) have an SFRS with an Rd of 2.0 or greater. (3) For buildings having fundamental lateral periods, Ta, of 1.0 s or greater, and where IEFvSa(1.0) is greater than 0.25, walls forming part of the SFRS shall be continuous from their top to the foundation and shall not have irregularities of Type 4 or 5 as described in Table 4.1.8.6.
Notes to Table 4.1.8.9.:
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 formula, V = S (Ta) MvIEW/ (RdRo) except that V shall not be less than, S (2.0) Mv IEW/ (RdRo) and for 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), (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 greater than 2.0 times that determined in Clause (c), and (iv) for the purpose of calculating the deflections, the period without the upper limit specified herein may be used. (4) The weight, W, of the building shall be calculated using the 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) Forming Part of Sentence 4.1.8.11.(5)  Column 1

Column 2

Column 3

Column 4

Column 5

Column 6


Sa(0.2)/Sa(2.0)

Type of Lateral Resisting System

MV For Ta ≤ 1.0

MV For Ta ≥ 2.0

J For Ta ≤0.5

J For Ta ≥2.0


 

Moment-resisting frames or coupled walls(3)

1.0

1.0

1.0

1.0


< 8.0

Braced frames

1.0

1.0

1.0

0.8


 

Walls, wall-frame systems, other systems(4)

1.0

1.2

1.0

0.7


 

Moment-resisting frames or coupled walls(3)

1.0

1.2

1.0

0.7


≥8.0

Braced frames

1.0

1.5

1.0

0.5


 

Walls, wall-frame systems, other systems(4)

1.0

2.5

1.0

0.4