Presentation on theme: "CSA A Changes NBCC load & combination factors"— Presentation transcript:
1CSA A23.3-04 Changes NBCC load & combination factors c changes from 0.6 to 0.65Clause 8 – load and combination to appendixClause 10 – small changes to slendernessClause 11 – major changesClause 13 – slab bandsClause 14 – major re-writeClause 15 – piles and pile caps addedClause 21 – major changesClause 23 – minor changesAppend D – anchorage is all new
2Clause 10 Flexure and Axial Loads The old simplified equation for effective moment of inertia has been changed.
3Clause 11 Shear and Torsion This Clause has major changes.The simplified and general method approach is gone, there is now only one.The cases previously covered by the simplified method are now special cases.The general method has been changed and the tables are gone replaced by equations.
5Clause 11 Shear and Torsion Values for Special Member TypesUnless permitted otherwise by Clause or Clause , the value of β shall be taken as 0.21 and θ shall be taken as 42° for any of the following member types(a) slabs or footings with an overall thickness not greater than 350 mm;(b)footings in which the distance from the point of zero shear to the face of the column, pedestal or wall is less than 3 times the effective shear depth of the footing;(c) beams with an overall thickness not greater than 250 mm;(d)concrete joist construction defined by Clause 10.4; and(e) beams cast integrally with slabs where the depth of the beam below the slab is not greater than one-half the width of web nor 350 mm.
6Clause 11 Shear and Torsion Simplified MethodIn lieu of more accurate calculations in accordance with Clause , and provided that the specified yield strength of the longitudinal steel reinforcement does not exceed 400 MPa and the specified concrete strength does not exceed 60 MPa, θ shall be taken as 35° and β shall be determined as follows(a) If the section contains at least minimum transverse reinforcement as required by Equation (11‑1) then β shall be taken as 0.18;
7Clause 11 Shear and Torsion If the section contains no transverse reinforcement and the specified nominal maximum size of coarse aggregate is not less than 20 mm thenAlternatively, the value of b for sections containing no transverse reinforcement may be determined for all aggregate sizes by replacing the parameter dv in Equation (11‑9) by the equivalent crack spacing parameter sze wherehowever sze shall not be taken less than 0.85sz. The crack spacing parameter, sz, shall be taken as dv or as the maximum distance between layers of distributed longitudinal reinforcement, whichever is less. Each layer of such reinforcement shall have an area at least equal to 0.003bwsz, see Fig. 11‑2.
8Clause 11 Shear and Torsion General MethodThe values of β and θ shall be determined from the following equations
9Clause 13 Two-way Slab Systems Major change - added slab bandsNarrowed the ranges of distribution to negative and positive steel in the column strips
10Clause 13 Two-way Slab Systems Now have four categories:Slabs to 0.90 and to 0.65Drop Panels to 0.90 and to 0.65Slab Bands to 0.90 and to 1.0Slabs on Bands to 0.15 within bb and rest uniformly distributed across entire width (including bb)positive moment at all spans where0.50 to 0.60to
11Clause 13 Two-way Slab Systems Slab Shearsize effect for two way (punching) shearno more principle axis calculationsOne-Way shear on revised perimeter for corner columns, just d/2 away from column and if column is in from the slab edge maximum of d beyondEdge loads - minimum top steel between columnsFinite element analysisRevised relations to deal with mxy
12Clause 14 WallsComplete re-write to address the wider range of walls being designed.Three basic categoriesBearing wallsNon-bearing wallsShear wallsCovers many general requirements such as:lateral supportconcentrated loadsvertical loads through floors and shear across construction joints
13Clause 14 WallsWall — vertical slab element, which may or may not be required to carry superimposed in-plane loads, in which the horizontal length, ℓw, is at least 6 times the thickness, t, and at least 1/3 of the clear height of the element.Bearing Wall – a wall that supportsFactored in plane vertical loads exceeding 0.1 fc’Agweak axis moments about a horizontal axis in the plane of the wallShear forces necessary to equilibrate the forces in (b)
14Clause 14 WallsNon-bearing Wall – a wall that supports factored in plane vertical loads less than or equal to 0.1 fc’Ag and, in some cases, moments about a horizontal axis in the plane of the wall and the shear forces necessary to equilibrate those moments.Shear wall – a wall or an assembly of interconnected walls considered to be part of the lateral-load-resisting system for a building or structure. Shear walls supportVertical loadsMoments about horizontal axes perpendicular to the wall (strong axes bending)Shear forces acting parallel to the plane of the wall
15Clause 14 WallsTies for Distributed Vertical Compression Reinforcement.Distributed vertical reinforcement, if stressed in compression, shall be tied and detailed in accordance with the provisions for column reinforcement in Clause 7, except that ties can be omitted if:the area of vertical steel is less than Ag, andthe bar size is 20M or smaller.
16Clause 15 FoundationsExtensively revised to add new treatment of piles and pile caps.For example provides reductions for effective cross section and capacity for uncased piles.Requires design for the range of specified tolerance with a minimum of ± 50 mm
17Clause 21 Seismic designA general revision to align with NBCC changes such as the introduction of Rd and R0 as well as new drift limits.Enumeration of code recognized ductile systems
21Clause 21 Seismic design Removal of limit of 55 MPa on f’c. Revised (revised from CPCA Handbook values) effective stiffness factors for wall and coupling beams to be used for analysis.New relations for transverse reinforcement for Rd = 4.0 columns including the effect of axial load level.
22Clause 21 Seismic designFor the purposes of determining forces in and deflections of the structure, reduced section properties shall be used. Table 21‑1 lists the effective property to be used as a fraction of the gross section property.Table 21‑1Element TypeEffective PropertyBeamIe = 0.4 IgColumnIe = c IgClause Coupling BeamAve = 0.15Ag ; Ie = 0.4IgClause Coupling BeamAve = 0.45Ag ; Ie =0.25 IgWallAxe = w Ag ; Ie = wIgSlab Frame ElementIe = 0.2 Ig
23Clause 21 Seismic designColumn and wall stiffness reduction factors
24Column Confinement (Cl. 22.214.171.124) NsubL – min 4 bars – term is 2.0NsubL – 8 bars – 4 corner + 1 middle of each side all supported – term is 1.333PsubF/Psub0 – Term for level of axial loadingAsubG/AsubCH – Term to account for amount of cover outside of ties which could spall offFcp/Fyh – Term to account for reduction in effectiveness of ties as concrete strength increases
25Clause 21 Changes – Ductile Walls 20Clause 21 Changes – Ductile WallsClarification of when a wall with openings may be treated as a solid wallRevised requirements for the extent of ductile detailing over the building heightAdded tying requirements for distributed reinforcement in ductile walls reflecting changes to Clause 14.Clarified the minimum concentrated reinforcement requirements for flanged wallsExplicitly named “buckling prevention” ties
27Clause 21 Seismic designRevised relations for wall ductility that include consideration of the effects of height to width ratio and design displacement on ductility demand.Relations framed in terms of wall rotational demand and wall rotational capacity.Requirement to check rotational demand and rotational capacity of coupling beams.
28Clause 21 Changes – Ductile Walls Introduced a “ductility” limit state for plastic hinges in walls and coupling beamsRotational capacity ≥ Rotational demandAdded requirement to check rotational demand and rotational capacity of coupling beams
33Coupling BeamsThe inelastic rotational demand on coupling beams shall be taken as:The inelastic rotational capacity of coupling beams ic shall be taken as:(a) 0.04 for coupling beams designed with diagonal reinforcement in accordance with Clause and(b) 0.02 for coupling beams designed in accordance with Clause
37Pin Ended Case (Cl )If the wall at one end of the coupling beam has a factored resistance less than the nominal coupling beam resistance, the following requirements shall be satisfied:(a) the coupling beam shall satisfy the shear stress limitations of Clause and the requirements of Clause (b) the wall shall be designed to the requirements of Clauses to , Clauses and 21.4.5(c) the joint between the wall and the coupling beam shall satisfy Clause 21.5.
39Torsion on TubesAssemblies of Coupled and Partially Coupled Shear Walls connected together by coupling beams which function as a closed tube or tubes shall be designed with:(a) that portion of the overturning moment due to lateral loads resisted by axial forces in the walls, increased at each level by the ratio of the sum of the nominal capacities of coupling beams to the sum of the factored forces in the coupling beams required to resist lateral loads above the level under consideration(b)an additional increase in overturning moment resisted by axial forces in the walls at each level corresponding to the increase in the sum of the nominal capacities of the coupling beams above the level under consideration required to resist the accidental torsion.
41Forces @ Plastic Hinge Level In lieu of a more detailed assessment, wall segments that act as tension flanges in the flexural mode shall be assumed to have no shear resistance over the height of the plastic hinge. For assemblies of wall carrying torsion as a tube, the shear forces in the tension flange shall be redistributed.
42Clause 21 – Moderate Ductility Changes to the requirements for nominally ductile frame systems reflecting the revised Rd valueModerately ductile frame columns now have be stronger than the frame beamsRevised frame column tie requirements using the new confinement relationsTrigger added for tilt-up wall systems
44Tilt-up WallsTilt-Up Wall Panels shall be designed to the requirements of Clause 23 except that the requirements of Clause shall apply to wall panels with openings when the maximum inelastic rotational demand on any part of the panel exceeds 0.02 radians and in no case shall the inelastic rotational demand exceed 0.04 radians. The requirements of Clause shall apply to solid wall panels when the maximum in plane shear stress exceedsNote: Methods for calculating rotational demand on elements of tilt-up panels with openings can be found in Explanatory Notes to CSA Standard A published by Cement Association of Canada. The seismic performance of tilt-up buildings depends not only on the performance of the concrete wall panels, but also the performance of the roof structure and the connection between the wall panels and the roof. Only the design of the concrete wall panels is within the scope of this standard.
45Clause 21 – Moderate Ductility Rotational limit state design approach introduced for moderately ductile wallsSimplified method included for cases with moderate vertical loads or limited lateral deflectionsSpecial requirements for squat walls introduced.Biggest change will be the Rd = 2.0 wallsPrevious code was actually less conservative for these wall than for R = 3.5 walls
46Squat Walls (Cl. 21.7.4) Squat Shear Walls, hw/ℓw ≤ 2.0 Rd = 2.0 Two possible hinge typesFlexural yieldShear yield
48Clause 21 Changes – Added Sections Requirements for Rd = 1.5 buildings introduced.FramesWalls2-way slabsNew requirements for precast buildings.Essentially ACI.
49Clause 21 Seismic design New section on structural diaphragms. Diaphragm shall be idealized as a system consisting of the following components arranged to provide a complete load path for the forces:(a) chords proportioned to resist diaphragm moments as tensions and compression forces.(b) collectors arranged to transfer the forces to, from and between the vertical Seismic Force Resisting Systems.(c) either shear panels to transfer forces to, from and between the chords and collectors or(d) continuous strut and tie in-plane shear trusses.
50Clause 21 Seismic design New section on foundations. Essentially detailing rulesExtensive revisions to requirements for structural elements not part of the Seismic Force Resisting System.
51Clause 21.12 – Gravity Elements Introduced rules for the treatment of “non-structural” concrete elementsChanges to the displacement limits that trigger ductile, moderately ductile and conventional detailingIntroduction of default requirements for the case where detailed compatibility calculations are not performedNew requirements for slab column connections.
55Gravity Slab/Column (Cl. 21.12.3) Slab Column ConnectionsDesign for gravity two-way shear stressesCalculations use EQ load combinationsRE is reduction in vertical punching shear capacity as a function of interstorey deflection
57Other Clauses Clause 22 Plain Concrete Clause 23 Tilt-Up Wall Panels section added for unreinforced drilled pilesClause 23 Tilt-Up Wall Panelsessentially unchanged, m goes from 0.65 to 0.75Appendix D Anchorageall new, introduces the method which was in IBC 2000 and now ACI as Appendix Dbased on square 35 angle cone
59Acknowledgements Perry Adebar and his graduate students at UBC Ron DeVall of RJCVancouver Clause 21CommitteePatrick LamJohn MarkulinAndy MettenRob SimpsonGreg SmithNational A23.3 Seismic Subcommittee