jswizzle3737/ontario_laws_and_regs huggingface dataset:
Notes to Table 4.1.8.11.:
4.1.8.12. Dynamic Analysis Procedure (1) The Dynamic Analysis Procedure shall be in accordance with one of the following methods: (a) Linear Dynamic Analysis by either the Modal Response Spectrum Method or the Numerical Integration Linear Time History Method using a structural model that complies with the requirements of Sentence 4.1.8.3.(8), or (b) Nonlinear Dynamic Analysis, in which case a special study shall be performed. (2) The spectral acceleration values used in the Modal Response Spectrum Method shall be the design spectral acceleration values, S(T), defined in Sentence 4.1.8.4.(6). (3) The ground motion histories used in the Numerical Integration Linear Time History Method shall be compatible with a response spectrum constructed from the design spectral acceleration values, S(T), defined in Sentence 4.1.8.4.(6). (4) The effects of accidental torsional moments acting concurrently with the lateral earthquake forces that cause them shall be accounted for by the following methods: (a) the static effects of torsional moments due to (± 0.10 Dnx)Fx at each level x, where Fx is determined from Sentence 4.1.8.11.(6) or from the dynamic analysis, shall be combined with the effects determined by dynamic analysis, or (b) if B, as defined in Sentence 4.1.8.11.(9), is less than 1.7, it is permitted to use a three-dimensional dynamic analysis with the centres of mass shifted by a distance of – 0.05 Dnx and + 0.05 Dnx, (5) The elastic base shear, Ve, obtained from a Linear Dynamic Analysis shall be multiplied by the importance factor, IE, as determined in Article 4.1.8.5., and shall be divided by RdRo, as determined in Article 4.1.8.9., to obtain the base shear, Vd. (6) Except as required by Sentence (7), if the base shear, Vd, obtained in Sentence (5) is less than 80% of the lateral earthquake design force, V, of Article 4.1.8.11., Vd shall be taken as 0.8 V. (7) For irregular structures requiring dynamic analysis in accordance with Article 4.1.8.7., Vd shall be taken as the larger of the Vd determined in Sentence (5) and 100% of V. (8) Except as required by Sentence (9), the values of elastic storey shears, storey forces, member forces, and deflections obtained from the Linear Dynamic Analysis shall be multiplied by Vd/Ve to determine their design values, where Vd is the base shear. (9) For the purpose of calculating deflections, it is permitted to use a value for V based on the value for Ta determined in Clause 4.1.8.11.(3)(d) to obtain Vd in Sentences (6) and (7).
Notes to Table 4.1.8.11.:
4.1.8.13. Deflections and Drift Limits (1) Lateral deflections of a structure shall be calculated in accordance with the loads and requirements defined in this Subsection. (2) Lateral deflections obtained from a linear elastic analysis using the methods given in Articles 4.1.8.11. and 4.1.8.12. and incorporating the effects of torsion, including accidental torsional moments, shall be multiplied by RdRo/IE to give realistic values of anticipated deflections. (3) Based on the lateral deflections calculated in Sentence (2), the largest interstorey deflection at any level shall be limited to 0.01 hs for post-disaster buildings, 0.02 hs for schools, and 0.025 hs for all other buildings. (4) The deflections calculated in Sentence (2) shall be used to account for sway effects as required by Sentence 4.1.3.2.(10).
Notes to Table 4.1.8.11.:
4.1.8.14. Structural Separation (1) Adjacent structures shall either be separated by the square root of the sum of the squares of their individual deflections calculated in Sentence 4.1.8.13.(2), or shall be connected to each other. (2) The method of connection required in Sentence (1) shall take into account the mass, stiffness, strength, ductility and anticipated motion of the connected buildings and the character of the connection. (3) Rigidly connected buildings shall be assumed to have the lowest RdRo value of the buildings connected. (4) Buildings with non-rigid or energy-dissipating connections require special studies.
Notes to Table 4.1.8.11.:
4.1.8.15. Design Provisions (1) Diaphragms and their connections shall be designed so as not to yield, and the design shall account for the shape of the diaphragm, including openings, and for the forces generated in the diaphragm due to the following cases, whichever one governs: (a) forces due to loads determined in Article 4.1.8.11. or 4.1.8.12. applied to the diaphragm are increased to reflect the lateral load capacity of the SFRS, plus forces in the diaphragm due to the transfer of forces between elements of the SFRS associated with the lateral load capacity of such elements and accounting for discontinuities and changes in stiffness in these elements, or (b) a minimum force corresponding to the design-based shear divided by N for the diaphragm at level x. (2) In cases where IEFaSa(0.2) is equal to or greater than 0.35, the elements supporting any discontinuous wall, column or braced frame shall be designed for the lateral load capacity of the components of the SFRS they support. (3) Where structures have vertical variations of RdRo satisfying Sentence 4.1.8.9.(4), the elements of the SFRS below the level where the change in RdRo occurs shall be designed for the forces associated with the lateral load capacity of the SFRS above that level. (4) Where earthquake effects can produce forces in a column or wall due to lateral loading along both orthogonal axes, account shall be taken of the effects of potential concurrent yielding of other elements framing into the column or wall from all directions at the level under consideration and as appropriate at other levels. (5) Except as provided in Sentence (6), the design forces need not exceed the forces determined in accordance with Sentence 4.1.8.7.(1), multiplied by RdRo. (6) If foundation rocking is accounted for, the design forces for the SFRS need not exceed the maximum values associated with foundation rocking, provided that Rd and Ro for the type of SFRS used conform to Table 4.1.8.9. and that the foundation is designed in accordance with Sentence 4.1.8.16.(1).
Notes to Table 4.1.8.11.:
4.1.8.16. Foundation Provisions (1) Foundations shall be designed to resist the lateral load capacity of the SFRS, except that when the foundations are allowed to rock, the design forces for the foundation need not exceed those determined in Sentence 4.1.8.7.(1) using an RdRo equal to 2.0. (2) The design of foundations shall be such that they are capable of transferring earthquake loads and effects between the building and the ground without exceeding the capacities of the soil and rock. (3) In cases where IEFaSa(0.2) is equal to or greater than 0.35, the following requirements shall be satisfied: (a) piles or pile caps, drilled piers, and caissons shall be interconnected by continuous ties in no fewer than two directions, (b) piles, drilled piers, and caissons shall be embedded a minimum of 100 mm into the pile cap or structure, and (c) piles, drilled piers, and caissons, other than wood piles, shall be connected to the pile cap or structure for a minimum tension force equal to 0.15 times the factored compression load on the pile. (4) At sites where IEFaSa(0.2) is equal to or greater than 0.35, basement walls shall be designed to resist earthquake lateral pressures from backfill or natural ground. (5) At sites where IEFaSa(0.2) is greater than 0.75, the following requirements shall be satisfied: (a) piles, drilled piers, or caissons shall be designed and detailed to accommodate cyclic inelastic behaviour when the design moment in the element due to earthquake effects is greater than 75% of its moment capacity, and (b) spread footings founded on soil defined as Site Class E or F shall be interconnected by continuous ties in no fewer than two directions. (6) Each segment of a tie between elements that is required by Clause (3)(a) or (5)(b) shall be designed to carry by tension or compression a horizontal force at least equal to the greatest factored pile cap or column vertical load in the elements it connects, multiplied by a factor of 0.10 IEFaSa(0.2), unless it can be demonstrated that equivalent restraints can be provided by other means. (7) The potential for liquefaction of the soil and its consequences, such as significant ground displacement and loss of soil strength and stiffness, shall be evaluated based on the ground motion parameters referenced in Subsection 1.1.2. and shall be taken into account in the design of the structure and its foundations.
Notes to Table 4.1.8.17.:
4.2.1.1. Application (1) This Section applies to excavations and foundation systems for buildings. 4.2.2. Subsurface Investigations and Reviews
Notes to Table 4.1.8.17.:
4.2.2.1. Subsurface Investigation (1) A subsurface investigation, including groundwater conditions, shall be carried out, by or under the direction of a person having knowledge and experience in planning and executing such investigations to a degree appropriate for the building and its use, the ground and the surrounding site conditions.
Notes to Table 4.1.8.17.:
4.2.2.2. Field Review (1) A field 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 foundation unit, (ii) during the installation and removal of retaining structures and related backfilling operations, and (iii) during the placement of engineered fills that are to be used to support the foundation units, 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.
Notes to Table 4.1.8.17.:
4.2.2.3. Altered Subsurface Condition (1) If 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) If 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
Notes to Table 4.1.8.17.:
4.2.3.1. Wood (1) Wood used in foundations or in support of soil or rock shall conform to the appropriate requirements of Subsection 4.3.1.
Notes to Table 4.1.8.17.:
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 CSA O80 Series, “Wood Preservation”, and the requirements of the appropriate commodity standard as follows: (a) CSA-O80.2, “Preservative Treatment of Lumber, Timber, Bridge Ties and Mine Ties by Pressure Processes”, (b) CSA-O80.3, “Preservative Treatment of Piles by Pressure Processes”, or (c) CSA-O80.15, “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-M4, “Care of Preservative-Treated Wood Products”, as revised by Clause 6 of CSA O80 Series, “Wood Preservation”.
Notes to Table 4.1.8.17.:
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 to the requirements of Subsection 4.3.2.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
4.2.3.5. Concrete (1) Plain, reinforced or prestressed concrete used in foundations or in support of soil or rock shall conform to the requirements of Subsection 4.3.3.
Notes to Table 4.1.8.17.:
4.2.3.6. Protection Against Chemical Attack (1) Where concrete in foundations may be subject to chemical attack, it shall be treated in conformance with the requirements in CAN/CSA-A23.1, “Concrete Materials and Methods of Concrete Construction”.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
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) ASTM A252, “Welded and Seamless Steel Pipe Piles”, (b) ASTM A283 / A283M, “Low and Intermediate Tensile Strength Carbon Steel Plates”, (c) ASTM A1008 / A1008M , “Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, and High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable”, (d) ASTM A1011 / A1011M, “Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength”, or (e) CAN/CSA-G40.21, “Structural Quality Steel”.
Notes to Table 4.1.8.17.:
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 CAN/CSA-A23.1, “Concrete Materials and Methods of Concrete Construction”.
Notes to Table 4.1.8.17.:
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
Notes to Table 4.1.8.17.:
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 on any 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 this Part, (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. (2) The foundations of a building shall be capable of resisting all the loads stipulated in Section 4.1., in accordance with limit states design in Subsection 4.1.3. (3) For the purpose of the application of the load combinations given in Table 4.1.3.2., the geotechnical components of loads and the factored geotechnical resistances at ULS shall be determined by a suitably qualified and experienced person. (4) Geotechnical components of service loads and geotechnical reactions for SLS shall be determined by a suitably qualified and person. (5) The foundation of a building shall be designed to satisfy SLS requirements within the limits that the building is designed to accommodate, including total settlement and differential settlement, heave, lateral movement, tilt or rotation. (6) Communication, interaction and coordination between the designer and the person responsible for the geotechnical aspects of the project shall take place to a degree commensurate with the complexity and requirements of the project.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
4.2.4.4. 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.
Notes to Table 4.1.8.17.:
4.2.4.5. 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.
Notes to Table 4.1.8.17.:
4.2.4.6. 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.
Notes to Table 4.1.8.17.:
4.2.4.7. 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.
Notes to Table 4.1.8.17.:
4.2.4.8. 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.
Notes to Table 4.1.8.17.:
4.2.4.9. Groundwater Level Change (1) Where proposed construction will result in a temporary or permanent change in the groundwater level, the effects of this change on adjacent buildings shall be fully investigated and provided for in the design.
Notes to Table 4.1.8.17.:
4.2.4.10. 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.
Notes to Table 4.1.8.17.:
4.2.4.11. 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.
Notes to Table 4.1.8.17.:
4.2.4.12. Expanding and Deteriorating Rock (1) Where rock that expands or deteriorates when subjected to unfavourable environmental conditions or to stress release is known to exist, this condition shall be fully investigated and provided for in the design.
Notes to Table 4.1.8.17.:
4.2.4.13. 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.
Notes to Table 4.1.8.17.:
4.2.4.14. 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
Notes to Table 4.1.8.17.:
4.2.5.1. Design of Excavations (1) The design of excavations and of supports for the sides of excavations shall conform to the requirements of Subsection 4.2.4. and this Subsection.
Notes to Table 4.1.8.17.:
4.2.5.2. Excavation Construction (1) Every excavation shall be undertaken in such a manner as to prevent movement that would cause damage to adjacent buildings 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.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
4.2.5.5. Control of Water Around Excavations (1) Surface water, all groundwater, perched groundwater and in particular artesian groundwater shall be kept under control at all phases of excavation and construction.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
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
Notes to Table 4.1.8.17.:
4.2.6.1. Design of Shallow Foundations (1) The design of shallow foundations shall be in conformance with the requirements of Subsection 4.2.4. and this Subsection.
Notes to Table 4.1.8.17.:
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 that may lead to changes of the properties of soil or rock.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
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
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
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) 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. (4) The portion of a deep foundation unit permanently in contact with soil or rock shall be structurally designed as a laterally supported compression member. (5) The portion of a deep foundation unit that is not permanently in contact with soil or rock shall be structurally designed as a laterally unsupported compression member. (6) The structural design of prefabricated deep foundation units shall allow for all stresses resulting from driving, handling and testing.
Notes to Table 4.1.8.17.:
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.
Notes to Table 4.1.8.17.:
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 designer.
Notes to Table 4.1.8.17.:
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 buildings.
Notes to Table 4.1.8.17.:
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
Notes to Table 4.1.8.17.:
4.2.8.1. General (1) Where special foundation systems are used, such systems shall conform to Subsection 4.2.4. and Sentence 4.1.1.4.(2).
Notes to Table 4.1.8.17.:
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
Notes to Table 4.1.8.17.:
4.3.1.1. Design Basis for Wood (1) Buildings and their structural members made of wood shall conform to CAN/CSA-O86, “Engineering Design in Wood”.
Notes to Table 4.1.8.17.:
4.3.1.2. Glue-Laminated Members (1) Glued-laminated members shall be fabricated in plants conforming to CSA O177-M, “Qualification Code for Manufacturers of Structural Glued-Laminated Timber”.
Notes to Table 4.1.8.17.:
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
Notes to Table 4.1.8.17.:
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 CSA S304.1, “Design of Masonry Structures”. 4.3.3. Plain, Reinforced and Prestressed Concrete
Notes to Table 4.1.8.17.:
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 CSA A23.3, “Design of Concrete Structures”. 4.3.4. Steel
Notes to Table 4.1.8.17.:
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, “Limit States Design of Steel Structures”.
Notes to Table 4.1.8.17.:
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, “North American Specification for the Design of Cold-Formed Steel Structural Members”.
Notes to Table 4.1.8.17.:
4.3.4.3. Steel Building Systems (1) Steel building systems shall be manufactured by companies certified in accordance with the requirements of CSA-A660, “Certification of Manufacturers of Steel Building Systems”. 4.3.5. Aluminum
Notes to Table 4.1.8.17.:
4.3.5.1. Design Basis for Aluminium (1) Buildings and their structural members made of aluminum shall conform to CAN/CSA-S157 / S157.1, “Strength Design in Aluminum/Commentary on CSA S157-05, Strength Design in Aluminum”, using the loads stipulated in Section 4.1., in accordance with limit states design in Subsection 4.1.3. 4.3.6. Glass
Notes to Table 4.1.8.17.:
4.3.6.1. Design Basis for Glass (1) Glass used in buildings 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
Notes to Table 4.1.8.17.:
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” using the loads stipulated in Section 4.1., in accordance with limit states design in Subsection 4.1.3. 4.4.2. Parking Structures
Notes to Table 4.1.8.17.:
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
Notes to Table 4.1.8.17.:
4.4.3.1. Guards Over Retaining Walls (1) Every retaining wall that is designated in Sentence 1.3.1.1.(1) of Division A shall be protected by guards on all open sides where the public has access to open space at the top of the retaining wall. 4.4.4. Anchor Systems on Building Exterior
Notes to Table 4.1.8.17.:
4.4.4.1. 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 1.1.2.2. of Division A, 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, or other corrosion resistant base material, or from steel that is hot dipped galvanised, in accordance with CAN/CSA-G164-M, “Hot Dip Galvanising of Irregularly Shaped Articles”. 4.4.5. Manure Storage Tanks
Notes to Table 4.1.8.17.:
4.4.5.1. Liquid Manure Storage Tanks (1) Reserved (2) Liquid manure storage tanks shall be constructed of steel, reinforced concrete or prestressed concrete. (3) Liquid manure storage tank walls, bases and appurtenances, including piping for the conveyance of liquid manure and associated connections and joints, shall be designed and constructed to prevent leakage of contents. (4) Concrete for liquid manure storage tanks shall, (a) be made from HS or HSb cement, (b) have a 28-day strength of at least 32 MPa, and (c) have a water/cement materials ratio of not more than 0.45. (5) Liquid manure storage tanks shall be placed on undisturbed soil free of any organic, deleterious and extraneous materials and capable of supporting the superimposed design loads from the tanks. (6) Where granular fills are used between the bases of liquid manure storage tanks and the undisturbed soil, the granular fills shall be compacted to a Standard Proctor density of not less than 95 per cent. O. Reg. 350/06, Division B, Part 4; O. Reg. 137/07, ss. 27-32; O. Reg. 503/09, ss. 58-68. PART 5   ENVIRONMENTAL SEPARATION  Section

5.1. 

General


 

5.1.1.

Scope


 

5.1.2. 

Application


 

5.1.3.

Definitions


 

5.1.4.

Resistance to Loads and Deterioration


 

5.1.5.

Other Requirements


 

 

 


Section

5.2.

Loads and Procedures


 

5.2.1.

Environmental Loads and Design Procedures


 

5.2.2.

Structural Loads and Design 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


 

 

 


Section

5.9.

Sound Transmission


 

5.9.1.

Protection from Noise


 

 

 


Section

5.10.

Standards


 

5.10.1.

Applicable Standards Section 5.1. General 5.1.1. Scope
Notes to Table 4.1.8.17.:
5.1.1.1. Scope (1) The scope of this Part shall be as described in Subsection 1.1.2. of Division A. 5.1.2. Application
Notes to Table 4.1.8.17.:
5.1.2.1. Exposure to Exterior Space or the Ground and Separation of Dissimilar Environments (1) This Part applies to, (a) building materials, components and assemblies exposed to exterior space or the ground, including those separating interior space from exterior space or separating interior space from the ground, (b) building materials, components and assemblies separating environmentally dissimilar interior spaces, and (c) site materials, components, assemblies and grading that may affect environmental loads on building materials, components and assemblies exposed to exterior space or the ground. 5.1.3. Definitions
Notes to Table 4.1.8.17.:
5.1.3.1. Reserved 5.1.4. Resistance to Loads and Deterioration
Notes to Table 4.1.8.17.:
5.1.4.1. Structural and Environmental Loads (1) Building materials, components and assemblies that separate dissimilar environments or are exposed to the exterior shall be designed and constructed to provide sufficient capacity and integrity to resist or accommodate, (a) all environmental loads, and effects of those loads, that may reasonably be expected having regard to, (i) the intended use of the building, and (ii) the environment to which the materials, components and assemblies are subject, and (b) all structural loads, and effects of those loads, that may be reasonably expected. (2) The design and construction required by Clause (1)(a) shall comply with Subsection 5.2.1. (3) The design and construction required by Clause (1)(b) shall comply with Subsection 5.2.2., with regard to, (a) materials, components and assemblies, and associated loads, that are identified in Part 4, (b) air pressure loads imposed on air barrier systems, (c) wind up-lift imposed on roofing, and (d) hydrostatic pressure imposed on the means of protection from moisture in the ground. (4) For materials, components, assemblies and loads to which Sentence (3) does not apply, the design and construction required by Clause (1)(b) shall, (a) comply with Subsection 5.2.2. for individual applicable loads and construction conforming to that design, or (b) in the case of common materials, components and assemblies, and their installation, be based on proven past performance over a period of several years for individual applicable loads. (5) Materials, components and assemblies separating dissimilar environments and assemblies exposed to the exterior, including their connections, that are subject to structural loads, shall, (a) transfer such loads to the building structure without adverse effects on the performance of other materials, components or assemblies, (b) not deflect to a degree that adversely affects the performance of other materials, components or assemblies. (c) be designed, and constructed according to that design, to accommodate, (i) the maximum relative structural movement that may reasonably be expected, and (ii) construction tolerances that may reasonably be expected.
Notes to Table 4.1.8.17.:
5.1.4.2. Resistance to Deterioration (1) Except as provided in Sentence (2), materials used in building components and assemblies that separate dissimilar environments, or in assemblies exposed to the exterior, shall be, (a) compatible with adjoining materials, and (b) resistant to any mechanisms of deterioration that may reasonably be 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. (3) Design and construction of assemblies separating dissimilar environments and assemblies exposed to the exterior shall be in accordance with good practice such as described in CSA S478, “Guideline on Durability in Buildings”. 5.1.5. Other Requirements
Notes to Table 4.1.8.17.:
5.1.5.1. Requirements in Other Parts of the Code (1) Structural and fire safety requirements shall comply with other Parts of the Code. Section 5.2. Loads and Procedures 5.2.1. Environmental Loads and Design Procedures
Notes to Table 4.1.8.17.:
5.2.1.1. Exterior Environmental Loads (1) Above ground climatic loads shall be determined according to Supplementary Standard SB-1. (2) Except as provided in Sentence (3), below ground exterior environmental loads not described in Supplementary Standard SB-1 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.
Notes to Table 4.1.8.17.:
5.2.1.2. Interior Environmental Loads (1) Interior environmental loads shall be determined in accordance with good engineering practice as described in Sentence 6.2.1.1.(1) based on the intended use of the space.
Notes to Table 4.1.8.17.:
5.2.1.3. Environmental Load and Transfer Calculations (1) Calculations related to the transfer of heat, air and moisture and the transmission of sound shall conform to good engineering practice such as that described in the ASHRAE Fundamentals Handbook. (2) For the purposes of any analysis conducted to indicate conformance to the thermal resistance levels required in Article 5.3.1.2., soil temperatures shall be determined based on annual average soil temperature, seasonal amplitude of variation and attenuation of variation with depth. (3) Wind load calculations shall conform to Subsection 4.1.7. 5.2.2. Structural Loads and Design Procedures
Notes to Table 4.1.8.17.:
5.2.2.1. Determination of Structural Loads (1) Where materials, components or assemblies that separate dissimilar environments or are exposed to the exterior, or their connections, are required to be designed for structural loads, these loads shall be determined in accordance with Part 4. (2) The structural loads identified in Sentence (1) shall include, (a) dead loads transferred from structural elements, (b) wind, snow, rain, hydrostatic and earth pressures, as well as earthquake loads and effects, (c) live loads due to use and occupancy, and (d) loads due to thermal or moisture-related expansion and contraction, deflection, deformation, creep, shrinkage, settlement, and differential movement. (3) Where materials, components or assemblies that separate dissimilar environments or are exposed to the exterior, or their connections, can be expected to be subject to loads or other effects not otherwise described in this Subsection or in Part 4, such loads or other effects shall be taken into account in the design based on the most applicable information available.
Notes to Table 4.1.8.17.:
5.2.2.2. Wind Load and Other Air Pressure Loads (1) This Article applies to the determination of wind load to be used in the design of materials, components and assemblies, including their connections, that separate dissimilar environments or are exposed to the exterior, where these are, (a) subject to wind load, and (b) required to be designed to resist wind load. (2) Except as provided in Sentence (3), the wind load described in Sentence (1) shall be 100% of the specified wind load determined according to Part 4 and based on, (a) the reference velocity pressure defined in Sentence 4.1.7.1.(4), and (b) the gust effect factor defined in Sentence 4.1.7.1.(6). (3) Where it can be shown by test or analysis that a material, component, assembly or connection described in Sentence (1) will be subject to less than 100% of the specified wind load, the wind load described in Sentence (1) shall be not less than the load determined by test or analysis.
Notes to Table 4.1.8.17.:
5.2.2.3. Design Procedures (1) Structural design shall be carried out in accordance with Subsection 4.1.3. and other applicable requirements in Part 4. Section 5.3. Heat Transfer 5.3.1. Thermal Resistance of Assemblies
Notes to Table 4.1.8.17.:
5.3.1.1. Required Resistance to Heat Transfer (1) Except as provided in Sentence (2), where a building component or assembly will be subjected to an intended temperature differential, the component or assembly shall include materials to resist heat transfer or means to dissipate transferred heat in accordance with the remainder of this Subsection. (2) The installation of materials to resist heat transfer in accordance with the remainder of this Subsection is not required where it can be shown that uncontrolled heat transfer 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.
Notes to Table 4.1.8.17.:
5.3.1.2. Properties to Resist Heat Transfer   (1) Materials and components installed to provide the required resistance to heat transfer or the means implemented to dissipate heat shall, (a) provide sufficient resistance or dissipation, (i) to minimize surface condensation on the warm side of the component or assembly, (ii) in conjunction with other materials and components in the assembly, to minimize condensation within the component or assembly, (iii) in conjunction with systems installed for space conditioning, to meet the interior design thermal conditions for the intended occupancy, and (iv) to minimize ice damming on sloped roofs, and (b) take into account the conditions on either side of the environmental separator. (2) Except as provided in Sentence (3), all metal-framed glazed assemblies separating interior conditioned space from interior unconditioned space or exterior space shall incorporate a thermal break to minimize condensation. (3) Metal-framed glazed assemblies need not comply with Sentence (2) where these assemblies are, (a) storm windows or doors, or (b) windows or doors that are required to have a fire-protection rating.
Notes to Table 4.1.8.17.:
5.3.1.3. Location and Installation of Materials Providing Thermal Resistance (1) Where a material required by Article 5.3.1.1. is intersected by a building assembly, penetrated by a high conductance component or interrupted by expansion, control or construction joints, and where condensation is likely to occur at these intersections, penetrations or interruptions, sufficient thermal resistance shall be provided so as to minimize condensation at these locations. (2) Materials providing required thermal resistance shall have sufficient inherent resistance to air flow or be positioned in the assembly so as to prevent convective air flow through and around the material. (3) Spray-in-place polyurethane insulation shall be installed in accordance with the requirements of CAN/ULC-S705.2, “Thermal Insulation - Spray Applied Rigid Polyurethane Foam, Medium Density, Installer’s Responsibilities - Specification". Section 5.4. Air Leakage 5.4.1. Air Barrier Systems
Notes to Table 4.1.8.17.:
5.4.1.1. Required Resistance to Air Leakage (1) Where a building component or assembly separates interior conditioned space from exterior space, interior space from the ground, or environmentally dissimilar interior spaces, the properties and position of the materials and components in those components or assemblies shall be such that they control air leakage or permit venting to the exterior so as to, (a) provide acceptable conditions for the building occupants, (b) maintain appropriate conditions for the intended use of the building, (c) minimize the accumulation of condensation in and penetration of precipitation into the building component or assembly, (d) control heat transfer to roofs where ice damming can occur, and (e) not compromise the operation of building services. (2) Except as provided in Sentence (3), an air barrier system shall be installed to provide the principal resistance to air leakage. (3) An air barrier system is not required where it can be shown that uncontrolled air leakage 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.
Notes to Table 4.1.8.17.:
5.4.1.2. Air Barrier System Properties (1) Except as provided in Sentence (2), materials intended to provide the principal resistance to air leakage shall have an air leakage characteristic not greater than 0.02 L/(s·m²) measured at an air pressure difference of 75 Pa. (2) The air leakage limit specified in Sentence (1) is permitted to be increased where it can be shown that the higher rate of leakage 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. (3) The air barrier system shall be continuous, (a) across construction, control and expansion joints, (b) across junctions between different building assemblies, and (c) around penetrations through the building assembly. (4) The structural design of air barrier systems installed in assemblies subject to air pressure loads shall comply with Article 5.1.4.1. and Subsection 5.2.2. Section 5.5. Vapour Diffusion 5.5.1. Vapour Barriers
Notes to Table 4.1.8.17.:
5.5.1.1. Required Resistance to Vapour Diffusion (1) Where a building component or assembly is subjected to differentials in temperature and water vapour pressure, the properties and position of the materials and components in those components or assemblies shall be such that they control vapour diffusion or permit venting to the exterior so as to minimize accumulation of condensation in the building component or assembly. (2) Except as provided in Sentence (3), a vapour barrier shall be installed to provide the principal resistance to water vapour diffusion. (3) A vapour barrier is not required where it can be shown that uncontrolled vapour diffusion 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.
Notes to Table 4.1.8.17.:
5.5.1.2. Vapour Barrier Properties and Installation (1) The vapour barrier shall have sufficiently low permeance and shall be positioned in the building component or assembly so as to, (a) minimize moisture transfer by diffusion, to surfaces within the assembly that would be cold enough to cause condensation at the design temperature and humidity conditions, or (b) reduce moisture transfer by diffusion, to surfaces within the assembly that would be cold enough to cause condensation at the design temperature and humidity conditions, to a rate that will not allow sufficient accumulation of moisture to cause deterioration or otherwise adversely affect any of, (i) the health or safety of building users, (ii) the intended use of the building, or (iii) the operation of building services. (2) Coatings applied to gypsum wallboard to provide required resistance to vapour diffusion shall conform with the requirements of Sentence (1) when tested in accordance with CAN/CGSB-1.501-M, “Method for Permeance of Coated Wallboard”. (3) Coatings applied to materials other than gypsum wallboard to provide required resistance to vapour diffusion shall be shown to conform to the requirements of Sentence (1) when tested in accordance with ASTM E96, “Water Vapour Transmission of Materials” by the desiccant method (dry cup). Section 5.6. Precipitation 5.6.1. Protection from Precipitation
Notes to Table 4.1.8.17.:
5.6.1.1. Required Protection from Precipitation   (1) Except as provided in Sentence (2), where a building component or assembly is exposed to precipitation, the component or assembly shall, (a) minimize ingress of precipitation into the component or assembly, and (b) prevent ingress of precipitation into interior space. (2) Protection from ingress of precipitation is not required where it can be shown that such ingress 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.