jswizzle3737/ontario_laws_and_regs huggingface dataset:
4.1.3.1. Definitions (1) In this Subsection, the term (a) limit states means those conditions of a building structure in which the building ceases to fulfil the function for which it was designed, (Those states concerning safety are called ultimate limit states and include exceeding the load carrying capacity, overturning, sliding, fracture and fatigue, while those states which restrict the intended use and occupancy of the building are called serviceability limit states, and include deflection, vibration, permanent deformation and cracking.) (b) specified loads (D, E, L, T and W) mean those loads defined in Article 4.1.2.1. and given in this Section, (c) load factor, α, means a factor in Sentence 4.1.3.2.(4) applied to a specified load which, for the limit states under consideration, takes into account the variability of the loads and load patterns and analysis of their effects, (d) factored load means the product of a specified load and its load factor, (e) load combination factor, ψ, means a factor in Sentences 4.1.3.2.(5) and (6) applied to the factored loads other than dead load to take into account the reduced probability of a number of loads from different sources acting simultaneously, (f) importance factor, γ, means a factor in Sentence 4.1.3.2.(7) applied to the factored loads other than dead load to take into account the consequences of collapse as related to the use and occupancy of the building, (g) resistance, R, of a member, connection, structure or foundation, is based on the dimensions and on the specified properties of the structural materials, (h) resistance factor, φ, means a factor applied to a specified material property or to the resistance of a member, connection, structure or foundation, which 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 (i) factored resistance means the product of resistance and the applicable resistance factor.
4.1.3.2. Safety Check for Strength and Stability (1) A building and its structural components shall be designed to have sufficient strength and stability so that the factored resistance is greater than or equal to the effect of factored loads, as required in Sentences (3) or (8). (2) In cases of overturning, uplift and sliding, anchorage is required if the effect of loads tending to cause overturning, uplift or sliding, multiplied by load factors greater than 1.0 given in Sentence (4), is greater than the stabilizing effect of dead load multiplied by a load factor of 0.85 as given in Sentence (4). (3) For load combinations not including earthquake, the effect of factored loads is the structural effect due to the specified loads multiplied by load factors, α, in Sentence (4), a load combination factor, γ, in Sentences (5) and (6) and an importance factor, γ, in Sentence (7), and the factored load combinations shall be taken as  (4) The load factors, α, shall be equal to (a) αD = 1.25, except that when the dead load resists overturning, uplift or reversal of load effect, αD = 0.85, (b) αL = 1.5, (c) αW = 1.5, and (d) αT = 1.25. (5) The load combination factor, ψ, shall be equal to (a) 1.0 when only 1 of the loads L, W and T in Sentence 4.1.2.1.(1) acts, (b) 0.70 when 2 of the loads L, W and T in Sentence 4.1.2.1.(1) act, and (c) 0.60 when all of the loads L, W and T in Sentence 4.1.2.1.(1) act. (6) The most unfavourable effect shall be determined by considering the loads L, W and T in Sentence 4.1.2.1.(1) acting alone with ψ = 1.0 or in combination with ψ = 0.70 or 0.60. (7) The importance factor, γ, shall be not less than 1.0 for all buildings, except that for buildings where it can be shown that collapse is not likely to cause injury or other serious consequences, it shall be not less than 0.8. (8) For load combinations including earthquake, the factored load combinations shall be taken as (a) 1.0D + γ(1.0E) and either, (b) 1.0D + γ(1.0L + 1.0E) for storage and assembly occupancies, or (c) 1.0D + γ(0.5L + 1.0E) for all other occupancies.
4.1.3.3. Serviceability and Fatigue (1) A building and its structural components shall be checked for serviceability limit states as defined in Clause 4.1.4.1.(1)(a) and fatigue under the effect of the specified loads as required in the standards described in Section 4.3. (2) Where more than one load contributes to the stress in a member, the combination of loads shall be assumed to be  where ψ is in conformance with Sentences 4.1.3.2.(5) and (6). 4.1.4.Working Stress Design
4.1.4.1. Load Combinations (1) In designing buildings and their structural members, all of the loads listed in Article 4.1.2.1. shall be considered to act in the following combinations, whichever combination produces the most unfavourable effects in the building, foundation or structural member concerned, when appropriately reduced according to Article 4.1.4.2. (a) D (b) D + L (c) D + (W or 2/3E) (d) D + T (e) D + L + (W or 2/3E) (f) D + L + T (g) D + (W or 2/3E) + T (h) D + L + (W or 2/3E) + T
4.1.4.2. Load Combination Factors (1) The total of the combined load effects may be multiplied by the following load combination factors: (a) 1.0 for the combinations in Clauses 4.1.4.1.(1)(a) to (d), (b) 0.75 for the combinations in Clauses 4.1.4.1.(1)(e) to (g), and (c) 0.66 for the combination in Clause 4.1.4.1.(1)(h).
4.1.4.3. Stress Reversal (1) When loads other than D counteract D in a structural member or joint, special caution shall be exercised by the designer to ensure adequate safety for possible stress reversal.
4.1.4.4. Overturning and Sliding (1) A building shall be proportioned to resist an overturning moment and sliding force of not less than twice that due to the loads acting on the structure when the structure is considered as an entire unit acting on or anchored to its bearing stratum or supporting structure. (2) The resistance to overturning shall be calculated as the sum of the stabilizing moment of the dead load only, plus the ultimate resistance of any anchoring devices. 4.1.5.Dead Loads
4.1.5.1. 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) forces due to prestressing. (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 in sufficient detail to enable the loads due to materials of construction incorporated in the building to be determined. (5) In cases where the dead load is counteractive, the load allowances as provided in Sentences (2) and (3) shall not be included in the design calculations. 4.1.6.Live Loads Due to Use and Occupancy
4.1.6.1. Loads Due to Use of Floors and Roofs (1) 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 4.1.6.3., the loads resulting from the intended use or the concentrated loads in Article 4.1.6.10., whichever produces the most critical effect.
4.1.6.2. Uses Not Stipulated (1) Where the use of an area of floor or roof is not provided for in Article 4.1.6.3., the specified live loads due to the use and occupancy of the area shall be determined from an analysis of the loads resulting from (a) the weight of the probable assembly of persons, (b) the weight of the probable accumulation of equipment and furnishings, and (c) the weight of the probable storage of materials.
4.1.6.4. Loads for Occupancy Served (1) The following shall be designed to carry not less than the specified load required for the occupancy they serve: (a) corridors, lobbies and aisles not over 1 200 mm in width, (b) all corridors above the first storey of residential areas of apartments, hotels and motels, and (c) interior balconies and mezzanines, provided they cannot be used by an assembly of people as a viewing area.
4.1.6.5. 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 less than the live loads due to snow, ice and rain prescribed in Subsection 4.1.7. (2) Exterior areas accessible to pedestrian traffic, but not vehicular traffic, shall be designed for their intended use, but not less than (a) the live load prescribed for assembly areas in Table 4.1.6.3., and (b) the live loads due to snow, ice and rain as prescribed in Subsection 4.1.7.
4.1.6.6. Loads for Dining Areas (1) The minimum specified load in Table 4.1.6.3. for dining areas may be reduced to 2.4 kPa for dining areas in buildings that have been converted for such purposes provided that the floor area does not exceed 100 m2 and use of the dining area for other assembly purposes including dancing is precluded.
4.1.6.7. Floor Loads Due to Intended Use (1) Equipment areas and service rooms, factories, storage areas and warehouses shall be designed for the loads due to their intended use but not less than the specified loads listed in Table 4.1.6.3.
4.1.6.8. 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 4.1.6.3. shall be the greatest value for any of the occupancies concerned.
4.1.6.9. Variation with Tributary Area (1) An area used for assembly occupancies designed for a live load of less than 4.8 kPa shall have no reduction for tributary area. (2) Where a structural member supports a tributary area of floor, roof or combination thereof greater than 80 m2 used for assembly occupancies designed for a live load of 4.8 kPa or more, or for storage, manufacturing, retail stores, garages or as a footbridge, the specified live load due to use and occupancy, excluding snow, is the load provided for in Article 4.1.6.3. multiplied by  where A is the tributary area in square metres for this type of use and occupancy, excluding the area supporting snow. (3) Where a structural member supports a tributary area of floor, roof or combination of these greater than 20 m2 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, excluding snow, is the load provided for in Article 4.1.6.3. multiplied by  where B is the tributary area in square metres for this type of use and occupancy, excluding the area supporting snow.
4.1.6.10. Concentrated Loads (1) The specified 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 4.1.6.10. 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 4.1.6.10., the concentrations of load shall be determined in accordance with Article 4.1.6.2.
4.1.6.11. Bleacher Seats (1) Bleacher seats shall be designed for a uniformly distributed 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 greatest effect on the supporting members.
4.1.6.12. Helicopter Landing Areas (1) Helicopter landing areas on roofs shall be constructed in conformance with “Heliport and Helideck Standards and Recommended Practices”, third edition, 1985, published by Transport Canada.
4.1.6.13. Roof Parking Decks (1) Roof parking decks shall be designed for the uniformly distributed loads in Table 4.1.6.3., the concentrated loads in Table 4.1.6.10. or the roof snow load, whichever produces the greatest effect in the members concerned. Table 4.1.6.10. Specified Concentrated Live Loads on an Area of Floor or Roof Forming Part of Sentence 4.1.6.10.(1)  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


Column 1

2 4.1.7.Live Loads Due to Snow, Ice and Rain
4.1.7.2. 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 4.1.7.1.(1), distributed over the entire loaded area. (2) In addition to the distribution in Sentence (1), flat roofs and shed roofs, gable roofs of 15º slope or less and arched or curved roofs shall be designed for the specified uniform snow load in Sentence 4.1.7.1.(1), computed 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 greatest effects on the member concerned.
4.1.7.3. Specified Rain Load (1) The specified load due to the accumulation of rain water on a surface, whose position and shape and deflection under load is such as to make such an accumulation possible, is that resulting from the 24 h rainfall determined in conformance with Subsection 2.5.1. 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 drainage, such as rain water leaders. (3) Except as provided for in Sentence 4.1.7.1.(1) and except where a roof is intended to provide rain water retention, loads due to rain need not be considered to act simultaneously with loads due to snow. 4.1.8.Live Loads Due to Wind
4.1.8.2. Dynamic Effects of Wind (1) Buildings whose height is greater than 4 times their minimum effective width or greater than 120 m and other buildings whose light weight, low frequency and low damping properties make them susceptible to vibration shall be (a) designed by experimental methods for the danger of dynamic overloading and vibration and the effects of fatigue, or (b) designed using a dynamic approach to the action of wind gusts.
4.1.8.3. Full and Partial Loading (1) Buildings and structural members shall be capable of withstanding the effects of (a) the full winds acting along each of the two principal axes considered separately, (b) the wind loads as described in (a) but with 25% of the load removed from any portion of the area, (c) the wind loads as in (a) but considered simultaneously at 75% of their full value, and (d) the wind loads as described in (c) but with 25% of these loads removed from any portion of the area.
4.1.8.4. 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 which 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. 4.1.9.Live Loads Due to Earthquakes
4.1.9.2. Deflections (1) Lateral deflections of a structure shall be calculated in accordance with accepted practice and based on the loads and requirements defined in this Section. (2) Lateral deflections obtained from an elastic analysis using the loads given in Sentences 4.1.9.1.(13) and (14) and incorporating the effects of torsion shall be multiplied by R to give realistic values of anticipated deflections. (3) The interstorey deflections based on the lateral deflections as calculated in Sentence (2) shall be limited to 0.01hs for post-disaster buildings and 0.02hs for all other buildings. (4) All portions of the structure shall be designed to act as integral units in resisting horizontal forces, unless separated by adequate clearances which permit horizontal deflections of the structure consistent with values of deflections calculated in accordance with Sentence (2). (5) The nonstructural components shall be designed so as not to transfer to the structural system any forces unaccounted for in the design, and any interaction of rigid elements such as walls and the structural system shall be designed so that the capacity of the structural system is not impaired by the action or failure of the rigid elements. (6) Adjacent structures shall either be separated by the sum of their individual deflections as calculated in Sentence (2), or shall be connected to each other. (7) The method of connection in Sentence (6) shall take into account the mass, stiffness, strength, ductility and anticipated motion of the connected buildings and the character of the connection. (8) The deflections as calculated in Sentence (2) shall be used to account for sway effects due to seismic loading as required by Sentence 4.1.1.5.(2). (9) The connected buildings in Sentence (6) shall be assumed to have the lowest R value of the buildings connected, unless the use of a higher value can be justified by rational analysis.
4.1.9.3. Special Provisions (1) Buildings more than 3 storeys in building height in velocity- or acceleration-related seismic zones of 2 and higher shall have a structural system as described in Cases 1-8, 10-14, 16-18 or 20-21 in Table 4.1.9.1.B. (2) For buildings more than 60 m in height with a structural system having R = 2.0 or R = 1.5 as determined from Table 4.1.9.1.B. or as determined from Clause 4.1.9.1.(9)(b), the value of V shall be increased by 50% in velocity-related seismic zones of 4 and higher. (3) Elevated tanks plus full contents not supported by a building, shall be designed using R = 1 in the formula in Sentence 4.1.9.1.(4), with the conditions (a) the minimum and maximum value of the product S.I shall be taken as 1.5 and 3.0, respectively, (b) the overturning moment reduction coefficient, J, as set forth in Sentence 4.1.9.1.(2) shall be 1.0, and (c) the torsional requirements of Sentence 4.1.9.1.(28) shall apply. (4) For buildings in velocity- or acceleration-related seismic zones of 2 and higher in which discontinuities in columns or shear walls occur, special design provisions shall be made to ensure that failure at the point of discontinuity will not occur before the capacity of the remaining portion of the structure has been realized. (5) In velocity- or acceleration-related seismic zones of 2 and higher, reinforcement conforming to Clause 6.3.3. of CSA-S304.1, “Masonry Design for Buildings (Limit States Design)” shall be provided for masonry construction in (a) loadbearing and lateral load-resisting masonry, (b) masonry enclosing elevator shafts and stairways, or used as exterior cladding, and (c) masonry partitions, except for partitions which (i) do not exceed 200 kg/m2 in weight, and (ii) do not exceed 3 m in height and are laterally supported at the top.
4.1.9.4. Foundation Provisions (1) Foundations shall be designed so that yielding will occur first in the superstructure and not the foundations, unless the design specifically provides otherwise. (2) Except in velocity-related seismic Zone 0, individual pile footings, drilled piers and caissons shall be interconnected by ties in at least 2 directions. (3) Ties in Sentence (2) shall be designed to carry by tension or compression a horizontal force equal to the greatest factored pile cap loading multiplied by a factor 0.5 v, but not exceeding 10% of the greatest factored pile cap load, unless it can be demonstrated that equivalent restraints can be provided by other means. (4) Except in velocity-related seismic Zone 0, piles shall be connected to the pile cap or structure by reinforcement having sufficient anchorage to develop the yield strength of the reinforcement, and the top of the piles (below the pile cap) shall be reinforced to allow ductile behaviour if the design depends upon such action. (5) Except in velocity-related seismic Zones 0 and 1, basement walls shall be designed to resist seismic lateral pressures from backfill or natural ground. 4.1.10.Other Effects
4.1.10.1. 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 walkways 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 described in Clauses (a) and (b). (2) Individual elements within the guard, including solid panels and pickets, shall be designed for a concentrated load of 0.5 kN at any point in the element. (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).
4.1.10.2. Loads on Vehicle Guardrails (1) Vehicle guardrails for parking garages shall be designed for a concentrated load of 22 kN applied horizontally outward at any point 500 mm above the floor surface.
4.1.10.3. 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 greatest effect.
4.1.10.4. 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, when 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.
4.1.10.5. Vibrations and Impact of Machinery and Equipment (1) Where vibration effects, such as resonance and fatigue resulting from machinery or equipment, are likely to be significant, a dynamic analysis shall be carried out. (2) 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 4.1.10.5. Table 4.1.10.5. Factors for the Calculation of Impact Loads Forming Part of Sentence 4.1.10.5.(2)  Impact Due to

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


Column 1

2 Note to Table 4.1.10.5. (1) See CAN/CSA-B44-M, Clauses 2.6.2. and 2.10.3. (3) 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). (4) The force described in Sentence (3) shall be equally distributed on each side of the runway and shall be assumed to act in either direction. (5) Crane runway structures shall be designed to resist a horizontal force applied parallel to the top of the rail equal to not less than 10% of the maximum wheel loads of the crane.
4.1.10.6. Resonances and Sway Forces (1) 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. (2) The floor assembly and other structural elements that support fixed seats in any building used for assembly occupancies to accommodate 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 than 0.15 kN for each metre length of seat acting at right angles to each row of seats, assuming such forces to be acting independently of each other.
4.1.10.7. Bleachers (1) Bleachers shall be checked by the erector after erection to ensure that all structural members including bracing specified in the design have been installed. (2) Telescopic bleachers shall be provided with locking devices to ensure stability while in use.
4.1.10.8. Anchor Systems on Building Exterior (1) Where maintenance and window cleaning operations are intended to be carried out on the exterior of a building described in Article 2.1.1.2, anchor systems shall be provided where any portion of the roof is more than 8 m above adjacent ground level. (2) Except as provided in Sentence (3), the anchor systems in Sentence (1) shall be designed, installed and tested in conformance with CSA Standard Z91, “Safety Code for Window Cleaning Operations”. (3) Other anchor systems may be used where such systems provide an equal level of safety. (4) The anchor system material shall be made of stainless steel, aluminum, or other corrosion resistant base material, or from steel that is hot dipped galvanised, in accordance with CSA Standard G164-M81, “Hot Dip Galvanising of Irregularly Shaped Articles”. Section 4.2.Foundations 4.2.1.General
4.2.1.1. Application (1) This Section applies to excavations and foundation systems for buildings. 4.2.2.Subsurface Investigations and Reviews
4.2.2.1. Subsurface Investigation (1) A subsurface investigation shall be carried out, which shall include groundwater conditions.
4.2.2.2. Reserved
4.2.2.3. Review (1) A review shall be carried out by the designer or by another suitably qualified person to ascertain that the subsurface conditions are consistent with the design and that construction is carried out in accordance with the design and good engineering practice. (2) The review required in Sentence (1) shall be carried out (a) on a continuous basis (i) during the construction of all deep foundation units with all pertinent information recorded for each unit, and (ii) during the installation and removal of retaining structures and related backfilling operations, and (b) as required, unless otherwise directed by the chief building official (i) in the construction of all shallow foundation units, and (ii) in excavating, dewatering and other related works.
4.2.2.4. Altered Subsurface Condition (1) Where, during construction, the soil, rock or groundwater is found not to be of the type or in the condition used in design, and as indicated on the drawings, the design shall be reassessed by the designer. (2) Where, during construction, climatic or any other conditions have changed the properties of the soil, rock or groundwater, the design shall be reassessed by the designer. 4.2.3.Materials Used in Foundations
4.2.3.1. Wood (1) Wood used in foundations or in support of soil or rock shall conform with the appropriate requirements of Subsection 4.3.1.
4.2.3.2. Preservation Treatment of Wood (1) Wood exposed to soil or air above the lowest anticipated groundwater table shall be treated with preservative in conformance with CAN/CSA-O80-M, “Wood Preservation” and the requirements of the appropriate commodity standard as follows: (a) CSA-O80.2-M, “Preservative Treatment of Lumber, Timber, Bridge Ties and Mine Ties by Pressure Processes”, (b) CSA-O80.3-M, “Preservative Treatment of Piles by Pressure Processes”, or (c) CSA-O80.15-M, “Preservative Treatment of Wood for Building Foundation Systems, Basements and Crawl Spaces by Pressure Processes”. (2) Where timber has been treated as required in Sentence (1), it shall be cared for as provided in AWPA Standard M4, “Care of Preservative Treated Wood Products” as revised by Clause 6 of CAN/CSA-O80, “Wood Preservation”.
4.2.3.3. Plain and Reinforced Masonry (1) Plain or reinforced masonry used in foundations or in support of soil or rock shall conform with the requirements of Subsection 4.3.2.
4.2.3.4. Prevention of Deterioration of Masonry (1) Where plain or reinforced masonry in foundations or in structures supporting soil or rock may be subject to conditions conducive to deterioration, protection shall be provided to prevent such deterioration.
4.2.3.5. Concrete (1) Plain, reinforced or prestressed concrete used in foundations or in support of soil or rock shall conform with the requirements of Subsection 4.3.3.
4.2.3.6. Chemical Attack of Concrete (1) Where concrete in foundations may be subject to chemical attack, it shall be treated in conformance with the requirements in CAN3-A23.1, “Concrete Materials and Methods of Concrete Construction”.
4.2.3.7. Steel (1) Steel used in foundations or in support of soil or rock shall conform with the appropriate requirements of Subsections 4.3.3. or 4.3.4., unless otherwise specified in this Section.
4.2.3.8. Steel Piles (1) Where steel piles are used in deep foundations and act as permanent load-carrying members, the steel shall conform with one of the following standards: (a) CAN3-G40.21-M, “Structural Quality Steels”, (b) ASTM A252, “Welded and Seamless Steel Pipe Piles”, (c) ASTM A283/A283M, “Low and Intermediate Tensile Strength Carbon Steel Plates”, (d) ASTM A570/A570M, “Steel, Sheet and Strip, Carbon, Hot-Rolled, Structural Quality”, or (e) ASTM A611, “Steel Sheet, Carbon, Cold-Rolled Sheet, Structural Quality”.
4.2.3.9. High Strength Steel Tendons (1) Where high strength steel is used for tendons in anchor systems used for the permanent support of a foundation or in the erection of temporary support of soil or rock adjacent to an excavation, it shall conform with the requirements of CAN3-A23.1, “Concrete Materials and Methods of Concrete Construction”.
4.2.3.10. Corrosion of Steel (1) Where conditions are corrosive to steel, adequate protection of exposed steel shall be provided. 4.2.4.Design Requirements
4.2.4.1. Design Basis (1) The design of foundations, excavations and soil- and rock-retaining structures shall be based on a subsurface investigation carried out by a person competent in this field of work, and one of the following: (a) application of generally accepted geotechnical and civil engineering principles by a person especially qualified in this field of work as provided in this Section and other Sections of Part 4, (b) established local practice where such practice includes successful experience both with soils and rocks of similar type and condition and with a foundation or excavation of similar type, construction method, size and depth, or (c) in situ testing of foundation units such as the load testing of piles, anchors or footings carried out by a person competent in this field of work.
4.2.4.2. Subsurface Investigation (1) A subsurface investigation shall be carried out to the depth and extent to which the building or excavation will significantly change the stress in the soil or rock, or to such a depth and extent as to provide all the necessary information for the design and construction of the excavation or the foundations.
4.2.4.3. Identification (1) The identification and classification of soil, rock and groundwater and descriptions of their engineering and physical properties shall be in accordance with a widely accepted system.
4.2.4.4. Loads on Foundations (1) The foundation of a building shall be capable of resisting all loads as stipulated in Section 4.1., in accordance with limit states design in Subsection 4.1.3. or working stress design in Subsection 4.1.4.
4.2.4.5. Differential Movements (1) The foundation of a building shall be proportioned so that the estimated total and differential movements of the foundation are not greater than the movements that the building is designed to accommodate.
4.2.4.6. Depth of Foundations (1) Except as permitted in Sentence (2), the bearing surface of a foundation shall be below the level of potential damage, including damage resulting from frost action, and the foundation shall be designed to prevent damage resulting from adfreezing and frost jacking. (2) The bearing surface of a foundation need not be below the level of potential damage from frost where the foundation (a) is designed against frost action, or (b) overlies material not susceptible to frost action.
4.2.4.7. Sloping Ground (1) Where a foundation is to rest on, in or near sloping ground, this particular condition shall be provided for in the design.
4.2.4.8. Eccentric and Inclined Loads (1) Where there is eccentricity or inclination of loading in foundation units, this effect shall be fully investigated and provided for in the design.
4.2.4.9. Dynamic Loading (1) Where dynamic loading conditions apply, the effects shall be assessed by a special investigation of these conditions and provided for in the design.
4.2.4.10. Hydrostatic Uplift (1) Where a foundation or any part of a building is subject to hydrostatic uplift the effects shall be provided for in the design.
4.2.4.11. Groundwater Level Charge (1) Where proposed construction will result in a temporary or permanent change in the groundwater level, the effects of this change on adjacent property shall be fully investigated and provided for in the design.
4.2.4.12. Permafrost (1) Where conditions of permafrost are encountered or proven to exist, the design of the foundation shall be based upon analysis of these conditions by a person especially qualified in that field of work.
4.2.4.13. Swelling and Shrinking Soils (1) Where swelling or shrinking soils, in which movements resulting from moisture content changes may be sufficient to cause damage to a structure, are encountered or known to exist, such a condition shall be fully investigated and provided for in the design.
4.2.4.14. Expanding and Deteriorating (1) Where rock which expands or deteriorates when subjected to unfavourable environmental conditions or to stress release is known to exist such condition shall be fully investigated and provided for in the design.
4.2.4.15. Construction on Fill (1) Buildings may be placed on fill if it can be shown by subsurface investigation that (a) the fill is or can be made capable of safely supporting the building, (b) detrimental movement of the building or services leading to the building will not occur, and (c) explosive gases can be controlled or do not exist.
4.2.4.16. Structural Design (1) The structural design of the foundation of a building, the procedures and construction practices shall conform with the appropriate Sections of this Code unless otherwise specified in this Section. 4.2.5.Excavations
4.2.5.1. Design of Excavations (1) The design of excavations and of supports for the sides of excavations shall conform with the requirements of Subsection 4.2.4. and with this Subsection.
4.2.5.2. Excavation Construction (1) Every excavation shall be undertaken in such a manner as to prevent movement which would cause damage to adjacent property, existing structures, utilities, roads and sidewalks at all phases of construction. (2) Material shall not be placed nor shall equipment be operated or placed in or adjacent to an excavation in a manner that may endanger the integrity of the excavation or its supports.
4.2.5.3. Supported Excavations (1) The sides of an excavation in soil or rock shall be supported by a retaining structure conforming with the requirements of Articles 4.2.5.1. and 4.2.5.2., except as permitted in Article 4.2.5.4.
4.2.5.4. Unsupported Excavations (1) The sides of an excavation in soil or rock may be unsupported where a design is prepared by a person especially qualified in this field of work in conformance with the requirements of Articles 4.2.5.1. and 4.2.5.2.
4.2.5.5. Control of Water Around Excavations (1) Surface water, all groundwater, perched and in particular artesian groundwater shall be kept under control at all phases of excavation and construction.
4.2.5.6. Loss of Ground (1) At all phases of excavation and construction, loss of ground due to water or any other cause shall be prevented.
4.2.5.7. Protection and Maintenance at Excavations (1) All sides of an excavation, supported and unsupported, shall be continuously maintained and protected from possible deterioration by construction activity or by the action of frost, rain and wind.
4.2.5.8. Backfilling (1) Where an excavation is backfilled, the backfill shall be placed so as to (a) provide lateral support to the soil adjacent to the excavation, and (b) prevent detrimental movements. (2) The material used as backfill or fill supporting a footing, foundation or a floor on grade shall be of a type that is not subject to detrimental volume change with changes in moisture content and temperature. 4.2.6.Shallow Foundations
4.2.6.1. Design of Shallow Foundations (1) The design of shallow foundations shall be in conformance with Subsection 4.2.4. and the requirements of this Subsection.
4.2.6.2. Support of Shallow Foundations (1) Where a shallow foundation is to be placed on soil or rock, the soil or rock shall be cleaned of loose and unsound material and shall be adequate to support the design load taking into account temperature, precipitation, construction activities and other factors which may lead to changes of the properties of soil or rock.
4.2.6.3. Incorrect Placement of Shallow Foundations (1) Where a shallow foundation unit has not been placed or located as indicated on the drawings (a) the error shall be corrected, or (b) the design of the foundation unit shall be recalculated for the altered conditions by the designer.
4.2.6.4. Damaged Shallow Foundations (1) Where a shallow foundation unit is damaged (a) it shall be repaired, or (b) the design of the foundation unit shall be recalculated for the damaged condition by the designer. 4.2.7.Deep Foundations
4.2.7.1. General (1) A deep foundation unit shall provide support for a building by transferring loads by end-bearing to a competent stratum at considerable depth below the structure, or by mobilizing resistance by adhesion or friction, or both, in the soil or rock in which it is placed.
4.2.7.2. Design for Deep Foundations (1) Deep foundation units shall be designed in conformance with Subsection 4.2.4. and this Subsection. (2) Where deep foundation units are load tested, as required in Clause 4.2.4.1.(1)(c), the determination of the number and type of load test and the interpretation of the results shall be carried out by a person especially qualified in this field of work. (3) Where deep foundation units are not load tested as outlined in Clause 4.2.4.1.(1)(c), and where well established local practice as outlined in Clause 4.2.4.1.(1)(b) is not applicable, the design shall be carried out in conformance with Clause 4.2.4.1.(1)(a). (4) The design of deep foundations shall be determined on the basis of geotechnical considerations taking into account (a) the method of installation, (b) the degree of inspection, (c) the spacing of foundation units and group effects, (d) other requirements of this Subsection, and (e) the appropriate structural requirements of Section 4.1. and Subsections 4.3.1., 4.3.3. and 4.3.4. (5) The portion of a deep foundation unit permanently in contact with soil or rock shall be structurally designed as a laterally supported compression member. (6) The portion of a deep foundation unit which is not permanently in contact with soil or rock shall be structurally designed as a laterally unsupported compression member. (7) The structural design of prefabricated deep foundation units shall allow for all stresses resulting from driving, handling and testing.
4.2.7.3. Tolerance in Alignment and Location (1) Permissible deviations from the design alignment and the location of the top of deep foundation units shall be determined by design analysis, and shall be indicated on the drawings.
4.2.7.4. Incorrect Alignment and Location (1) Where a deep foundation unit has not been placed within the permissible deviations referred to in Article 4.2.7.3., the condition of the foundation shall be assessed by the person responsible for the design, any necessary changes made and action taken as required.
4.2.7.5. Installation of Deep Foundations (1) Deep foundation units shall be installed in such a manner as not to impair (a) the strength of the deep foundation units and the properties of the soil or rock on or in which they are placed beyond the calculated or anticipated limits, (b) the integrity of previously installed deep foundation units, or (c) the integrity of neighbouring structures and services.
4.2.7.6. Damaged Deep Foundation Units (1) Where inspection shows that a deep foundation unit is damaged or not consistent with design or good engineering practice (a) such a unit shall be reassessed by the designer, and (b) any necessary changes shall be made and action taken as required. 4.2.8.Special Foundations
4.2.8.1. General (1) Where special foundation systems are used, such systems shall conform to Subsection 4.2.4.
4.2.8.2. Use of Existing Foundations (1) Existing foundations may be used to support new or altered buildings provided they comply with all pertinent requirements of this Section. Section 4.3.Design Requirements for Structural Materials 4.3.1.Wood
4.3.1.1. Design Basis for Wood (1) Buildings and their structural members made of wood shall conform to CAN/CSA-O86.1-M, “Engineering Design in Wood (Limit States Design)”.
4.3.1.2. Glue-Laminated Members (1) Glued-laminated members shall be fabricated in plants conforming to CAN/CSA-O177-M, “Qualification Code for Manufacturers of Structural Glued-Laminated Timber”.
4.3.1.3. Termites (1) In areas known to be infested by termites, the requirements in Articles 9.3.2.9., 9.12.1.1. and 9.15.5.1. shall apply. 4.3.2.Plain and Reinforced Masonry
4.3.2.1. Design Basis for Plain and Reinforced Masonry (1) Buildings and their structural members made of plain and reinforced masonry shall conform to (a) CAN3-S304-M, “Masonry Design for Buildings”, or (b) CSA-S304.1, “Masonry Design for Buildings” (Limit States Design). 4.3.3.Plain, Reinforced and Prestressed Concrete
4.3.3.1. Design Basis for Plain, Reinforced and Prestressed Concrete (1) Buildings and their structural members made of plain, reinforced or prestressed concrete shall conform to CAN/CSA-A23.3-M, “Design of Concrete Structures for Buildings”. 4.3.4.Steel
4.3.4.1. Design Basis for Structural Steel (1) Buildings and their structural members made of structural steel shall conform to CAN/CSA-S16.1-M, “Limit States Design of Steel Structures”.
4.3.4.2. Design Basis for Cold Formed Steel (1) Buildings and their structural members made of cold formed steel shall conform to CAN/CSA-S136-M, “Cold Formed Steel Structural Members”. 4.3.5.Aluminum
4.3.5.1. Design Basis for Aluminum (1) Buildings and their structural members made of aluminum shall conform to CAN3-S157-M, “Strength Design in Aluminum”. 4.3.6.Glass
4.3.6.1. Design Basis for Glass (1) Glass shall be designed in conformance with CAN/CGSB-12.20-M, “Structural Design of Glass for Buildings”. Section 4.4.Design Requirements for Special Structures 4.4.1.Air-Supported Structures
4.4.1.1. Design Basis for Air-Supported Structures (1) The structural design of air-supported structures shall conform to CAN3-S367-M, “Air-Supported Structures”. 4.4.2.Parking Structures
4.4.2.1. Design Basis for Parking Structures (1) Parking structures shall be designed in conformance with CSA-S413, “Parking Structures”. 4.4.3.Guards Over Retaining Walls
4.4.3.1. Guards Over Retaining Walls (1) Every retaining wall which is a designated structure in Subsection 2.1.2. shall be protected by guards on all open sides where the public has access to open space at the top of the retaining wall. O. Reg. 403/97, Part 4; O. Reg. 220/02, ss. 8, 9; O. Reg. 349/06, s. 13. PART 5   WIND, WATER AND VAPOUR PROTECTION  Section

5.1.

General


 

5.1.1.

Scope


 

5.1.2.

Application


 

5.1.3.

Definitions


 

5.1.4.

Environmental Separation Requirements


 

5.1.5.

Other Requirements


 

 

 


Section

5.2.

Loads and Procedures


 

5.2.1.

Environmental Loads


 

5.2.2.

Procedures


 

 

 


Section

5.3.

Heat Transfer


 

5.3.1.

Thermal Resistance of Assemblies


 

 

 


Section

5.4.

Air Leakage


 

5.4.1.

Air Barrier Systems


 

 

 


Section

5.5.

Vapour Diffusion


 

5.5.1.

Vapour Barriers


 

 

 


Section

5.6.

Precipitation


 

5.6.1.

Protection from Precipitation


 

5.6.2.

Sealing, Drainage, Accumulation and Disposal


 

 

 


Section

5.7.

Surface Water


 

5.7.1.

Protection from Surface Water


 

 

 


Section

5.8.

Moisture in the Ground


 

5.8.1.

Foundation and Floor Drainage


 

5.8.2.

Protection from Moisture in the Ground PART 5   WIND, WATER AND VAPOUR PROTECTION Section 5.1.General 5.1.1.Scope
5.1.1.1. Scope (1) The scope of this Part shall be as described in Section 2.1. 5.1.2.Application
5.1.2.1. Separation of Environments (1) This Part applies to (a) the control of condensation in and on, and the transfer of heat, air and moisture through building elements and interfaces between building elements that separate (i) interior space from exterior space, (ii) interior space from the ground, and (iii) environmentally dissimilar interior spaces, and (b) site conditions that may affect moisture loading on building elements that separate interior space from exterior space, and interior space from the ground. 5.1.3.Definitions
5.1.3.1. Reserved 5.1.4.Environmental Separation Requirements
5.1.4.1. Resistance to Environmental Loads (1) Building components and assemblies that separate dissimilar environments shall (a) be designed to have sufficient capacity and integrity to resist or accommodate the environmental loads and effects of those loads, having regard to (i) the intended use of the building, and (ii) the environment to which the components and assemblies are subject, and (b) satisfy the requirements of this Part.
5.1.4.2. Resistance to Deterioration (1) Except as provided in Sentence (2), materials that comprise building components and assemblies that separate dissimilar environments shall be (a) compatible with adjoining materials, and (b) resistant to any mechanisms of deterioration which would be reasonably expected, given the nature, function and exposure of the materials. (2) Material compatibility and deterioration resistance are not required where it can be shown that incompatibility or uncontrolled deterioration will not adversely affect any of (a) the health or safety of building users, (b) the intended use of the building, or (c) the operation of building services. 5.1.5.Other Requirements
5.1.5.1. Requirements in Other Parts of the Code (1) Acoustical, structural and fire safety requirements shall comply with other Parts of the Code. Section 5.2.Loads and Procedures 5.2.1.Environmental Loads
5.2.1.1. Exterior Environmental Loads (1) Except as provided in Sentences (2) and (3), climatic loads shall be determined according to Section 2.5. (2) Except as provided in Sentence (3), below ground exterior environmental loads not described in Section 2.5. shall be determined from existing geological and hydrological data or from site tests. (3) Where local design and construction practice has shown soil temperature analysis to be unnecessary, soil temperatures need not be determined.
5.2.1.2. Interior Environmental Loads (1) Interior environmental loads shall be derived from the intended use of the space. 5.2.2.Procedures