Tie joists - joists that are designed to resist gravity loads only and, in accordance with Clause Deviations or additional nomenclature are noted where they appear. Floor levels, column centres, and offsets shall be dimensioned. Structural design drawings shall be to a scale adequate to convey the required information.
Connection design details shall provide details of standard and non-standard connections and other data necessary for the preparation. Connection design details shall be referenced to the design documents, erection drawings, or both. Erection diagrams are general arrangement drawings that should show the principal dimensions of the structure, piece marks, sizes of the members, all steel load-resisting elements essential to the integrity of the completed structure, size and type of bolts, field welds, bolt installation requirements, elevations of column bases, all necessary dimensions and details for setting anchor rods, and any other information necessary for the assembly of the structure.
Erection diagrams shall provide the locations and dimensions of the protected zones and a complete description of the erection operations that are prohibited in protected zones. Erection procedures shall be supplemented by drawings and sketches that identify the location of permanent and temporary load-resisting elements essential to the integrity of the partially completed structure.
Erection procedures shall be submitted for review when so specified. Fieldwork details shall provide complete information for modifying fabricated members in the shop or on the job site.
All operations required to modify the member shall be shown on the fieldwork details. If extra materials are necessary to make modifications, shop details shall be required. Materials and products other than those specified may be used if approved. Approval shall be based on published specifications that establish the properties, characteristics, and suitability of the material or product to the extent and in the manner of those covered in specified standards and specifications.
The levels reported on mill test certificates shall not be used as the basis for design. Only structural-quality sheet standards that specify chemical composition and mechanical properties shall be acceptable for conformance with this Standard. Mill test certificates that list the chemical composition and the mechanical properties shall be available, upon request, in accordance with Clause 5. Note: Before specifying metric bolts, the designer should check on their availobility in the quantities required.
Testing shall be done by an approved testing agency in accordance with CSA G The test results, taking into account both mechanical properties and chemical composition, shall form the basis for classifying the steel as to specification.
Once classified, the specified minimum values for steel of that specification grade shall be used as the basis for design see Clause S. Limit states define the various types of collapse and unserviceability that are to be avoided. Those concerning safety are called the ultimate limit states strength, overturning, sliding, and fracture or the fatigue limit state crack propagation and those concerning serviceability are called the serviceability limit states deflections, vibration, and permanent deformation.
The object of limit states design calculations is to keep the probability of reaching a limit state below a certain value previously established for the given type of structure. This is achieved in this Standard by the use of load factors applied to the specified loads see Article 4.
The various limit states are specified in Clause 6. Some of these relate to the specified loads and others to the factored loads. Camber, provisions for expansion and contraction, and corrosion protection are further design requirements related to serviceability and durability.
All limit states shall be considered in the design. The requirements of this Standard generally provide a satisfactory level of structural integrity for steel structures. For buildings having a Low Importance Category, the factor of 0. Consideration shall be given to the differential deflections of adjacent parallel framing members in the same plane. Note: In the absence of a more detailed evaluation, see Annex D for recommended values for deflections. Generally, trusses and crane girders with a span of 25 m or greater should be cambered for approximately the dead-plus-half-live-load deflection.
Note: See Clause 16 for requirements for open-web joists, Clause 15 for requirements for trusses, and Clause Note: See also Clause 6. In severe cases, e. Note: For further information, see Annex E.
Lateral accelerations of the structure shall be checked to ensure that such accelerations are acceptable for the intended use and occupancy. Where necessary, positive means of drainage shall be provided. When permitted by the regulatory authority, a performance-based fire protection analysis and design of structural steelwork shall be conducted using the methods specified in Annex K.
Note: See Annex L for guidance on material selection and details to minimize the risk of brittle fracture. Notes: 1 Annex L provides recommendations to prevent brittle fracture. During subsequent construction, suitable provision shall be made to support the construction loads on the steel structure with an adequate margin of safety.
The distribution of internal forces and bending moments shall be determined both under the specified loads to satisfy the requirements of serviceability and fatigue specified in Clause 6 and under the factored loads to satisfy strength and overturning requirements specified in Clause 7.
The distribution of internal forces and bending moments throughout the structure shall depend on the type or types of construction chosen and the forces to be resisted. Connections shall be generally designed to resist the bending moments and internal forces calculated by assuming that the angles between intersecting members remain unchanged as the structure is loaded. Resistance to lateral loads, including stability effects, shall be ensured by a suitable system of bracing or plate walls or by the design of part of the structure as rigidly connected or semi-rigid construction.
The notional lateral loads shall be applied in both orthogonal directions independently when the three-dimensional effects of loading are included in the analysis of the structure.
I 8,4,2 The analyses referred to in Clause 8. The second-order effects that are due to the relative translational displacement sway of the ends of a member shall be determined from a second-order analysis.
Note: For combinations including seismic loads, see Clause This displacement is due to the brace force and any other forces acting on the brace and shall be calculated in the direction perpendicular to the braced member at the brace point. Bracing systems, including bracing members and their connections and supports, shall be proportioned to resist the forces that develop at the brace points and limit the lateral displacement of the brace points.
Bracing for beams shall provide lateral restraint to the compression flange, except that at cantilevered ends of beams and beams subject to double curvature, the restraint shall be provided at both top and bottom flanges unless otherwise accounted for in the design.
Any other forces acting on the bracing member shall also be taken into account. The displacement Lib shall not exceed Lio,. This analysis shall include the most critical initial deformed configuration of the member and shall consider forces due to external loads. In the analysis, hinges may be assumed at brace points in the member or element being braced.
After Pb and any other forces acting on the bracing member are applied, the calculated displacement of the bracing system, Lib, shall not exceed L1 0 unless justified by analysis. This force, which shall be taken as at least 0. When members are erected with random out-of-straightness, the initial misalignment may be taken as 0. This reduction shall not be applied when member initial misalignments are dependent on each other and are likely to be in the same direction and of the same magnitude.
Special consideration shall be given to the connection of asymmetric sections such as channels, angles, and Z-sections. Alternatively, the span length of beams and girders may be taken as the actual length of such members measured between centres of end connections.
The length of trusses designed as simple spans may be taken as the distance between the extreme working points of the system of triangulation employed. The design of columns or other supporting members shall provide for the effect of any significant moment or eccentricity arising from the manner in which a beam, girder, or truss is connected or supported.
Supporting members shall be proportioned to carry all moments, shears, and other forces induced by the continuity of the supported beam, girder, or truss.
Unless otherwise specified in this Standard, the unbraced length, L, shall be taken as the length of the compression member between the centres of restraining members. The unbraced length may differ for different cross-sectional axes of a compression member. At the bottom storey of a multi-storey structure or for a single-storey structure, L shall be taken as the length from the top of the base plate to the centre of restraining members at the next higher level.
The effective length factor, K, depends on the potential failure modes, whether by bending in-plane or buckling, as specified in Clauses Note: See also Clause 9 on the effectiveness of the brace or support point. The slenderness ratio of a member in tension shall be taken as the ratio of the unbraced length, L, to the corresponding radius of gyration.
This limit may be waived if other means are provided to control flexibility, sag, vibration, and slack in a manner commensurate with the service conditions of the structure or if it can be shown that such factors are not detrimental to the performance of the structure or of the assembly of which the member is a part. Sections that exceed the limits presented in Table 1 or Table 2 shall be classified as Class 4 sections.
The factored axial compressive resistance of Class 4 sections shall be calculated in accordance with Clause The factored bending resistance of Class 4 sections shall be calculated in accordance with Clause For tapered flanges of rolled sections, the thickness shall be taken as the nominal thickness halfway between a free edge and the corresponding face of the web.
Members in compression shall be proportioned on the basis of the gross area associated with the potential failure mode.
Note: For beams and girders, see Clause If drilled holes are used, this allowance may be waived. The gauge for holes in opposite legs shall be the sum of the gauges from the heel of the angle minus the thickness.
The diameter of a pin hole shall be not more than 1 mm larger than the. The factored resistances so determined, in order to meet the strength requirements of this Standard, shall be greater than or equal to the effect of factored loads determined in accordance with Clause 7.
Anesfu, where Anet and Anes are defined in Clause Doubly symmetric shapes that can be governed by torsional buckling shall also meet the requirements of Clause For unequal-leg angles with leg length ratios bibs less than 1. For unequal-leg angles with leg length ratios bib, less than 1.
Notional loads need not be applied between in-plane lateral supports. The elastic buckling stress, Fe, shall be calculated using Clause S0Fy - 0. The factored shear stress at any location in the cross- section shall be taken as not greater than 0. Alternatively, the moment resistance may be calculated using an effective yield stress determined from the flange width-to-thickness ratio meeting the Class 3 limit. CD Where the bending moment distribution within the unbraced segment is effectively linear, the equivalent moment factor, w2, may be taken as 1.
For unbraced beam segments loaded above the shear centre between brace points, where the method of load delivery to the member provides neither lateral nor rotational restraint to the member, the associated destabilizing effect shall be taken into account using a rational method. For unbraced beam segments loaded above the section mid-height and between brace points, where the method of load delivery to the member provides neither lateral nor rotational restraint to the member, the associated destabilizing effect shall be taken into account using a rational method.
For other singly symmetric shapes, a rational method of analysis shall be used. However, bracing shall not be required at the location of the last hinge to form in the failure mechanism assumed as the basis for proportioning the structure. The laterally unsupported distance, Le,, from braced hinge locations to the nearest adjacent point on the frame similarly braced shall not exceed the following: a for static plastic analysis and for seismic design in accordance with Clauses Except as specified in Items a and b , the maximum unsupported length of members in structures analyzed plastically need not be less than that permitted for the same members in structures analyzed elastically.
A frame without bracing is classified as unbraced. A frame with bracing is classified as braced if its sway stiffness is at least five times that of the frame with only the existing moment connections and without the bracing; otherwise, it is classified as unbraced.
For members not contributing through bending to the lateral strength and stability of the structure, the conditions applicable to braced frames may be used. Note: For segmented members, the in-plane compressive resistance may be determined assuming pinned end connections.
The capacity of the member shall be examined for the following cases in the manner specified in Clause Each segment shall then be treated as a member that depends on its own flexural stiffness to prevent sidesway in the plane of bending considered and w1 shall be taken as 0.
In calculating the slenderness ratio for use in Clause Note: For references to more exact methods often justified for crane-supporting columns and similar applications, see Annex C. Connection type u, Flange-connected T, 1. Angles connected by one leg and stem-connected T, 0. One bolt line 0.
The second term of the expression in this Clause may be used to calculate the potential plate tear-out resistance of one or more bolts along parallel planes tangent to the bolt hole s and directed towards the edge of the plate. The reduced bearing resistance of holes close to the edge in the direction of the loading shall be accounted for by appropriate consideration of the resistance requirements of Clause Note: The specified minimum tensile strength, F.
The calculated factored tensile force, TJ, is independent of the pretension and shall be taken as the sum of the external load plus any tension caused by prying action. Note: See also Clause In addition, the effects of factored loads shall not exceed the resistances of the connection as specified in Clause When long slotted holes are used in slip-critical connections, slip resistance shall be taken as 0.
Weld returns that are not accounted for in the joint capacity need not be considered a weld segment in the context of this Clause. When an overmatched electrode is used, the value of Xu in this Clause shall not exceed the value of Xu of the matching electrode. When overall ductile behaviour is desired member yielding before weld fracture , the following shall apply:. For partial joint penetration groove welds, the effective area in compression shall be taken as the nominal area of the fusion face normal to the compression plus the area of the base metal fitted in contact bearing see Clause The effect of openings other than holes for fasteners shall be considered in accordance with Clause Spacing of fasteners or intermittent welds in general shall be in proportion to the intensity of the shear force and shall not exceed the maximum for compression or tension members, as applicable, in accordance with Clause Additionally, for welded cover plates, the longitudinal welds connecting the cover-plate termination to.
This limit may be waived if analysis indicates that buckling of the compression flange into the web will not occur at factored load levels. Where the bearing resistance of the web is exceeded, bearing stiffeners shall be used see Clause At all points where the factored shear or moments at the net section would exceed the capacity of the member, adequate reinforcement shall be added to the member at these points to provide the required strength and stability.
However, for I-type members, the width-to-thickness ratio of the flanges may meet only the requirements of Class 1 or 2 sections, provided that the webs meet the width-to-thickness limit of Class 1 sections. When an axial compressive force acts on the girder in addition to the moment, the constant in the expression for M; shall be reduced by the factor 1- 0.
Bearing stiffeners shall also be required at unframed ends of single-web girders having web depth-to-thickness ratios greater than Box girders may employ diaphragms designed to act as bearing stiffeners.
They shall be designed as columns in accordance with Clause Only that portion of the stiffeners outside of the angle fillet or the flange-to-web welds shall be considered effective in bearing. Angle bearing stiffeners shall not be crimped.
Bearing stiffeners shall be connected to the web to develop the full force required to be carried by the stiffener into the web or vice versa. The stiffeners shall conform to Clause Width-to-thickness ratios shall meet the requirements of Clause The gross area, As, of intermediate stiffeners, or pairs of stiffeners if so furnished, shall be as follows:. When the greatest shear, Vt, in an adjacent panel is less than that permitted by Clause However, the total shear transfer shall not be less than the value of any concentrated load or reaction required to be transmitted to the web through the stiffener.
Fasteners connecting intermediate transverse stiffeners to the web shall be spaced not more than mm from centre-to-centre.
If intermittent fillet welds are used, the clear distance between welds shall not exceed 16 times the web thickness or four times the weld length. Intermediate stiffeners used in pairs shall have at least a snug fit against the compression flange. When stiffeners are cut short of the tension flange, the distance cut short shall be equal to or greater than four times but not greater than six times the girder web thickness. Stiffeners should be clipped to clear girder flange-to-web welds.
The connections and bracing of such members shall be adequate to transfer the reactions to the supports. Venant torsion. Assumed normal stress distributions shall be consistent with the class of section. For members subject to torsion or to combined flexure and torsion, the maximum combined normal stress, as determined by an elastic analysis, arising from warping torsion and bending due to the specified loads shall not exceed Fy.
This method may be used when compression members are at least Class 3. The detailed method shall be used for trusses a with panels adjacent to abrupt changes in the slope of a chord; b with Vierendeel panels; c with panels at abrupt changes in transverse shear; or d designed for fatigue. The effective length for buckling perpendicular to the plane of the truss shall be equal to the distance between the points of lateral support. For built-up members, see Clause For single-angle members, see also Clause The eccentricity of work points at a joint or at a support shall be taken into account.
Brace members that support compression chords at discrete points shall meet the requirements of Clause 9. Ends of compression chords that are not attached to a supporting member shall be braced laterally, unless it can be demonstrated that the support is not necessary. The bending moments due to truss geometric distortions of end compression web members of bottom bearing trusses shall be included in the design.
The simplified method may be used. For camber, see Clause 6. Joists intended to act compositely with the deck slab shall also meet the requirements of Clause Clause 16 shall be used only for the design of joists having an axis of symmetry in the plane of the joist. In general, joists are manufactured on a production line that employs jigs, with certain details of the members being standardized by the individual manufacturer.
When specified, joists can be designed to provide lateral support to compression elements of beams or columns, to participate in lateral-load-resisting systems, or as continuous joists, cantilevered joists, or joists having special support conditions. The calculated value of F; shall be determined using only the values for Fy and Fu that are specified in the relevant structural steel material standard. Yield levels reported on mill test certificates or determined in accordance with Clause F3 of CSA S shall not be used as the basis for design.
Note: The building drawings shauld include a note warning that attachments for mechanical, electrical, and other services should be made using approved clamping devices or U-bolt-type connectors. For the purpose of determining axial forces in all members, members may be assumed to be pin-connected and the loads may be replaced by statically equivalent loads applied at the panel points.
The resistance of the deck connections as well as the resistance of the deck shall be verified by the joist designer to ensure that adequate lateral support is provided to the top chord of a joist as determined in accordance with Clause 9. When additional stability elements are necessary, they shall be designed in accordance with Clause 9. The width-to-thickness ratios of compressive elements of cold-formed sections shall be governed by CSA S Joist shoes, when anchored, may be assumed to be equivalent to bridging lines.
A bottom chord subjected to concentrated loads between panel points shall be designed, when the chord is in tension, in accordance with Clause Bracing, when required, shall be provided in accordance with Clause 9. For joists with net uplift, a single line of bottom-chord bridging shall be provided at each end of the joists near the first bottom chord panel points unless the ends of the bottom chord are otherwise restrained.
When the panel length exceeds mm, the top chord shall be designed as a continuous member subject to combined axial and bending forces. The spacing of attachments shall be not more than the design slenderness ratio of the top chord times the radius of gyration of the top chord about its vertical axis and not more than mm. K shall be taken as 1. At the panel point, C, may be taken as rpAFy and Clause For top chords with panel lengths not exceeding mm, Mt resulting from any uniformly distributed loading may be neglected.
Particular attention shall be paid to possible reversals of force in each web member. For buckling in the plane of the web, the effective length factor shall be taken as 0. For all other cases, the effective length factor shall be taken as 1. Spacers or battens shall be an integral part of the joist. Butt-joint splices shall develop the factored tensile resistance, T,, of the member. Where this is impractical and eccentricities are introduced, such eccentricities may be neglected if they do not exceed the following: a for continuous web members, the greater of the two distances measured from the neutral axis of the chord member to the extreme fibres of the chord member; and b for non-continuous web members, the distance measured from the neutral axis to the back outside face of the chord member.
When the eccentricity exceeds these limits, provision shall be made for the effects of the total eccentricity. Eccentricities assumed in design shall be taken as the maximum fabrication tolerances and shall be included with the shop details.
Unless otherwise specified by the building designer, tie joists shall have top and bottom chord connections that are each at least equivalent to those required by Clause Either the top or bottom connection shall utilize a bolted connection. Such deflection limits shall be as specified in Clause 6. Negative cambers to satisfy roof drainage requirements shall be designed for appropriate rainwater ponding loads.
Note: For manufacturing tolerances, see Clause For maximum deviation between adjacent joists, or joists and adjacent beams or walls, see Clause For special camber requirements, see Clause 6. When requested, the joist manufacturer shall supply joist properties and details to the building designer see Annex E.
Specific welding procedures for joist fabrication shall be developed and meet the requirements of CSA W Bridging shall not be considered "bracing" as described in Clause 9. All diagonal bridging shall be connected adequately to the joists by bolts or welds.
Horizontal bridging members shall have a slenderness ratio of not more than Welds shall meet the minimum length requirements specified in CSA W Otherwise, diagonal and horizontal bridging shall be provided in combination between adjacent joists near the ends of bridging lines.
If a specific bridging system is required by the design, the design drawings shall show all information necessary for the preparation of shop details and erection diagrams. Ends of joists anchored to supports may be assumed to be equivalent to bridging lines. If ends of joists are not so anchored before the deck is installed, the distance from the face of the support to the nearest bridging member in the plane of the bottom chord shall not exceed r. There shall not be less than one line of horizontal or diagonal bridging attached to each joist spanning 4 m or more.
If only a single line of bridging is required, it shall be placed at the centre of the joist span. If bridging is not used on joists less than 4 m in span, the ends of such joists shall be anchored to the supports to prevent overturning of the joist during placement of the deck. If not sufficiently rigid to provide lateral support to the compression chord of the joist, the compression chord of the joist shall be braced laterally in accordance with Clause 9.
The spacing of attachments shall not exceed a the design slenderness ratio of the top chord times the radius of gyration of the top chord about its vertical axis; and b 1 m. Forms for cast-in-place slabs shall not cause lateral displacement of the top chords of joists during installation of the forms or the placing of the concrete.
Non-removable forms shall be positively attached to top chords by means of welding, clips, ties, wedges, fasteners, or other suitable means at intervals not exceeding 1 m; however, there shall be at least two attachments in the width of each form at each joist. Forms and their method of attachment shall be such that the cast-in-place slab, after hardening, is capable of furnishing lateral support to the joist chords.
The connection holes in a joist shall not vary from the detailed location by more than 2 mm for joists 10 m or less in length or by more than 3 mm for joists more than 10 m in length. The minimum camber in a joist shall be 4 mm. The range in camber for joists of the same span shall be 20mm.
Random in-process inspection shall be carried out by the manufacturer and all joists shall be thoroughly inspected by the manufacturer before shipping. Third- party welding inspection shall be in accordance with Clause When testing is part of the manufacturer's normal quality control program, the loading criteria shall be 1. Dropping of joists shall be avoided.
Special precautions shall be taken when erecting long, slender joists, and hoisting cables should not be released until the member is stayed laterally by at least. Joists shall have all bridging attached and permanently fastened in place before the application of any loads. Construction loads shall be adequately distributed so as not to exceed the capacity of any joist. Field welding shall not cause damage to joists, bridging, deck, and supporting steel members.
The deviation is the vertical offset from the top of the centre joist to the line joining the tops of the centres of the adjacent joists.
The maximum shall also apply to joists adjacent to beams or walls. Trusses and joists designed to act compositely with the slab or cover slab shall also meet the requirements of Clauses 15 and 16, respectively.
The minimum slab or cover slab thickness shall be 65 mm unless the adequacy of a lesser thickness has been established by appropriate tests. Cover slab - the concrete above the flutes of the steel deck. All flutes are filled with concrete so as to form a ribbed slab.
Effective cover slab thickness, t - the minimum thickness of concrete measured from the top of the slab to the top of the steel deck. In all other cases, "effective slab thickness" means the overall slab thickness minus the height of the corrugation or the flute. Slab - a reinforced cast-in-place concrete slab at least 65 mm in effective thickness. The area equal to the effective width times the effective slab thickness should be free of voids or hollows except for those specifically permitted in the definition of effective slab thickness.
Steel deck - a load-carrying steel deck consisting of a a single fluted element non-cellular deck ; or b two-element section consisting of a fluted element in conjunction with a flat sheet cellular deck. Steel section - a steel structural section with a solid web or webs suitable for composite design. Web openings may be used only if their effects are fully investigated and accounted for in the design. These effects shall be established by test or analysis, where practicable.
Consideration shall also be given to the effects of full or partial continuity in the steel beams and concrete slabs in reducing calculated deflections. A steel deck may be of a type intended to act compositely with the cover slab in supporting applied load.
Reinforcement shall not be less than that required by the specified fire-resistance design of the assembly.
The reinforcement of slabs that are to be continuous over the end support of steel sections or joists fitted with flexible end connections shall be given special attention.
Reinforcement at the ends of beams supporting ribbed slabs perpendicular to the beam shall be not less than two 15M bars or equivalent. Such additional reinforcement shall be placed in the lower part of the slab and anchored so as to develop the yield strength of the reinforcement. The area of such reinforcement shall be not less than 0.
Otherwise, holes for placing studs shall be made through the sheets as necessary. Welded studs shall meet the requirements of CSA W In such cases, the design of the composite member shall conform, to the extent practicable, to the design of a similar member employing shear connectors. The factored shear resistance, q,, of other shear connectors shall be established by tests acceptable to the designer.
The projection of a stud in a ribbed slab, based on its length prior to welding, shall be at least two stud diameters above the top surface of the steel deck. The factored resistance of end-welded studs shall be as specified in Clauses For a single stud, the apex of the pyramidal pullout area, with four sides sloping at 45", shall be taken as the centre of the top surface of the head of the stud.
The spacing of studs shall not exceed mm see also Clause Shear connectors may serve as mechanical ties if suitably proportioned. The maximum spacing of ties shall not exceed mm.
The average spacing in a span shall not exceed mm or be greater than that required to achieve any specified fire-resistance rating of the composite assembly. The flat width of the top chord or that of a component member of the top chord shall be not less than 1.
If a steel truss or joist is used, the area of its top chord shall be neglected in determining the properties of the composite section and only Clause The factored moment resistance of the composite section, with the concrete slab in the tension area of the composite section, shall be the factored moment resistance of the steel section alone, except that when sufficient shear connectors are placed in the negative moment region, suitably anchored concrete slab reinforcement parallel to the steel sections and within the design effective width of the concrete slab may be included in calculating the properties of the composite section.
Shear connectors may be spaced uniformly, except that in a region of positive bending the number of shear connectors, n', required between any concentrated load applied in that region and the nearest point of zero moment shall be not less than. Studs shall not be placed closer than their height to the end of the concrete slab.
For normal-weight concrete, the factored shear resistance along any potential longitudinal shear surfaces in the concrete slab shall be taken as. At the bottom of a column, a base plate or other means shall be provided for load transfer. At intermediate floor levels, direct bearing on the concrete shall not be considered necessary. Canam Group Inc. The area of a tie bar shall be taken as the greatest of i 63 mm 2 ; ii 0. Olbtt; and iii 0. The clear cover shall be not less than 40 mm.
The longitudinal bars shall a be continuous at framed levels when considered to carry load; b have an area not less than 0. The bearing strength of concrete may be taken as 1.
Note: The use of fillet welds or partial penetration welds, instead of complete joint penetration welds, is encouraged. If undermatching is permitted per CSA W59, this also needs to be considered. Shipping Advisory: Due to the Coronavirus issues at Canada Post, delivery times are delayed for all levels of service. As a result, longer shipping times should be expected. Log in or Create account. Sukhjinder marked it as to-read Dec 13, Chioma marked it as to-read Jan 10, Jason marked it as to-read Jan 04, Archana marked it as to-read Mar 16, Anbu Elangovan marked it as to-read Jul 21, Luis Felipe marked it as to-read Sep 17, Dmitry Zaychenko marked it as to-read Oct 10, Dipankar is currently reading it Oct 23, Masoud added it Jan 14, Saber marked it as to-read Jan 15, Yashar marked it as to-read Jan 15, Yashar added it Jan 15, Akash marked it as to-read May 16, Phuong Bui marked it as to-read Dec 22, Aaa marked it as to-read Dec 30, Adrian Johnson marked it as to-read Jan 02, Ahmed El-Hussein marked it as to-read Jan 08, Chinmoy Choudhury marked it as to-read Feb 20, Joel AG marked it as to-read Mar 11, Amitabha Chaudhuri added it Mar 25, SK marked it as to-read Apr 09, Joe added it Apr 16, Joneru Aurita marked it as to-read Apr 28, Nawar Bitar marked it as to-read Jul 19, There are no discussion topics on this book yet.
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