A23.3-04 Canadian Standards Association 21.11.3 Grade beams and slabs on grade 159 As 153 21.11.2 Footings, foundation mats, and pile cap 21 11.4 Piles and piers 154 21 12 Frame members not considered part of the seismic force resisting systems(Rd=2.0, 2.5, 3.5,or 4.0)155 21.12.1 Genera155 21. 12.2 Plastic hinges in members 156 21.12.3 Slab column connections 156 22 Plain concrete 157 22.1 General 157 Control joints 157 22.3 Design 158 22.5 Pedestals 159 22.6 22.6.1 Base area of footing 159 22.62 Minimum thickness 159 22.63 Minimum thickness for calculations 159 22.6. 4 Critical sections 159 22.6.6 Shear resistance 160 60 22.6.5 Strength in bending 1 22.7 Slabs on grade 160 Drilled piles 160 23 Tilt-up wall panels 161 General 161 23.2 Design requirements 161 23.2.1 Effective panel height 161 23.2.2 Minimum panel thickness 16 23. 2.3 Maximum height-to-thickness ratio 162 23.24 Minimum reinforcement 162 23.25 Concrete cover and tolerances 162 232.6 Thermal effects 162 23.2.7 Sandwich panels 162 23.28 Connections 162 23.2.9 Structural integrity 162 23.2.10 Effective reinforcement 163 23.3 233.1 Flexure and axial load interaction and slenderness effects 163 23,3.2 Deflection limitations 164 23.4 Effects of openings 164 23. 4.1 Design width 164 23.4.2 Tributary width 165 23.4.3 Ratio of tributary width to design width 165 Concentrated loads or reactions 165 23.5.1 Design width 165 23.5.2 Bearing 1 23.5.3 Lateral and vertical components 167 23.5.4 Tributary width for vertical and lateral loads 167 235.5 Concentrated loads or reactions 167 23.6 Shear 167 23.6.1 In-plane shear 167 23.6.2 Out-of-plane shear 167 December 2004
A23.3-04 © Canadian Standards Association xii December 2004 21.11.2 Footings, foundation mats, and pile caps 153 21.11.3 Grade beams and slabs on grade 154 21.11.4 Piles and piers 154 21.12 Frame members not considered part of the seismic force resisting systems (Rd = 2.0, 2.5, 3.5, or 4.0) 155 21.12.1 General 155 21.12.2 Plastic hinges in members 156 21.12.3 Slab column connections 156 22 Plain concrete 157 22.1 General 157 22.2 Control joints 157 22.3 Design 158 22.4 Walls 158 22.5 Pedestals 159 22.6 Footings 159 22.6.1 Base area of footing 159 22.6.2 Minimum thickness 159 22.6.3 Minimum thickness for calculations 159 22.6.4 Critical sections 159 22.6.5 Strength in bending 160 22.6.6 Shear resistance 160 22.7 Slabs on grade 160 22.8 Drilled piles 160 23 Tilt-up wall panels 161 23.1 General 161 23.2 Design requirements 161 23.2.1 Effective panel height 161 23.2.2 Minimum panel thickness 161 23.2.3 Maximum height-to-thickness ratio 162 23.2.4 Minimum reinforcement 162 23.2.5 Concrete cover and tolerances 162 23.2.6 Thermal effects 162 23.2.7 Sandwich panels 162 23.2.8 Connections 162 23.2.9 Structural integrity 162 23.2.10 Effective reinforcement 163 23.3 Analysis and design 163 23.3.1 Flexure and axial load interaction and slenderness effects 163 23.3.2 Deflection limitations 164 23.4 Effects of openings 164 23.4.1 Design width 164 23.4.2 Tributary width 165 23.4.3 Ratio of tributary width to design width 165 23.5 Concentrated loads or reactions 165 23.5.1 Design width 165 23.5.2 Bearing 167 23.5.3 Lateral and vertical components 167 23.5.4 Tributary width for vertical and lateral loads 167 23.5.5 Concentrated loads or reactions 167 23.6 Shear 167 23.6.1 In-plane shear 167 23.6.2 Out-of-plane shear 167
Canadian Standards Association Design of concrete structures 23.7 Lifting stresses 167 23.7.1 General167 23.7.2 Elastic -Uncracked analysis 167 Annexes A nforma e)-Excerpts from CSA A23. 1-04, Concrete materials and methods of concrete construction 168 B (informative)- Rectangular two-way slab systems with stiff supports on four sides 177 C (informative)- Load combinations and load factors in the National Building Code of Canada, 2005 182 D(informative)- Anchorage 186 9.1 -Approximate moments and shears 35 9.2 Thicknesses below which deflections are to be computed for non-prestressed beams or one-way slabs not supporting or attached to partitions or other construction likely to be damaged by large deflections 37 93 Maximum permissible computed deflections 40 13.1- Distribution factors for total factored static moment oo wire in tension 67 2.1- Development length, d, of deformed bars and deformed wire in tension 67 18.1- Minimum area of bonded reinforcement 116 21.1- Section properties for analysis 126 Figures 11.1- Location of additional transverse reinforcement 56 11.2- Terms in shear design equations 59 3- Influence of anchorage conditions on effective cross-sectional area of strut 63 13.1- Minimum length of reinforcement for slabs without interior beams 92 23.1- Effect of openings on design width, bd 165 23.2- Effect of concentrated loads or reactions on design width, bd 166 December 2004
© Canadian Standards Association Design of concrete structures December 2004 xiii 23.7 Lifting stresses 167 23.7.1 General 167 23.7.2 Elastic — Uncracked analysis 167 Annexes A (informative) — Excerpts from CSA A23.1-04, Concrete materials and methods of concrete construction 168 B (informative) — Rectangular two-way slab systems with stiff supports on four sides 177 C (informative) — Load combinations and load factors in the National Building Code of Canada, 2005 182 D (informative) — Anchorage 186 Tables 9.1 — Approximate moments and shears 35 9.2 — Thicknesses below which deflections are to be computed for non-prestressed beams or one-way slabs not supporting or attached to partitions or other construction likely to be damaged by large deflections 37 9.3 — Maximum permissible computed deflections 40 12.1 — Development length, Ad , of deformed bars and deformed wire in tension 67 13.1 — Distribution factors for total factored static moment 89 18.1 — Minimum area of bonded reinforcement 116 21.1 — Section properties for analysis 126 Figures 11.1 — Location of additional transverse reinforcement 56 11.2 — Terms in shear design equations 59 11.3 — Influence of anchorage conditions on effective cross-sectional area of strut 63 13.1 — Minimum length of reinforcement for slabs without interior beams 92 23.1 — Effect of openings on design width, bd 165 23.2 — Effect of concentrated loads or reactions on design width, bd 166
A23.3-04 Canadian Standards Association Technical Committee on Reinforced Concrete design D. Mitchell McGill University Montreal, Quebec R J. McGrath Cement Association of canada Ottawa, Ontario P. Paultre Universite de sherbrooke Secretary Sherbrooke Quebec C.M. Allen Adjeleian Allen Rubeli Limited Ottawa, Ontario F M. Bartlett University of Western Ontario, w.. Clark Morrison hershfield Limited Toronto, ontario M. P. Collins University of Toronto, Toronto, ontario W.H. Diger University of Calgar Calgary, Alberta R. Pozzi Harris Rebar Stoney Creek, Ontario J.R. Fowler Canadian Precast/Prestressed Concrete Institute W. Kassian Kassian Dyck and Associates, Calgary, Alberta f Knoll Nicolet Chartrand Knoll Limitee T Kokai Toronto, ontario T Loo Omicron Consulting Group, Vancouver. british Columbia R.E. Loop University of Calgary, J G. MacGregor Engineering Ltd Halfmoon Bay, British Columb J.G. Mutrie Jones Kwong Kishi Consulting Engineers, North vancouver British Columbia December 2004
A23.3-04 © Canadian Standards Association xiv December 2004 Technical Committee on Reinforced Concrete Design D. Mitchell McGill University, Montréal, Québec Chair R.J. McGrath Cement Association of Canada, Ottawa, Ontario Vice-Chair P. Paultre Université de Sherbrooke, Sherbrooke, Québec Secretary C.M. Allen Adjeleian Allen Rubeli Limited, Ottawa, Ontario F.M. Bartlett University of Western Ontario, London, Ontario W.J. Clark Morrison Hershfield Limited, Toronto, Ontario M.P. Collins University of Toronto, Toronto, Ontario W.H. Dilger University of Calgary, Calgary, Alberta R. Dozzi Harris Rebar, Stoney Creek, Ontario J.R. Fowler Canadian Precast/Prestressed Concrete Institute, Ottawa, Ontario W. Kassian Kassian Dyck and Associates, Calgary, Alberta F. Knoll Nicolet Chartrand Knoll Limitée, Montréal, Québec T. Kokai Yolles Partnership Inc., Toronto, Ontario T. Loo Omicron Consulting Group, Vancouver, British Columbia R.E. Loov University of Calgary, Calgary, Alberta J.G. MacGregor J.G. MacGregor Engineering Ltd., Halfmoon Bay, British Columbia J.G. Mutrie Jones Kwong Kishi Consulting Engineers, North Vancouver, British Columbia
Canadian Standards Association Design of concrete structures J.A. Patrick Alberta Infrastructure Edmonton, Alberta A. Perry CBCL Limited C. Taraschuk Institute for research in Construction National research Council canad Ottawa. Ontario C.M. Wang Bantrel Co Associate Calgary, Alberta CSA Project Manager Mississauga, Ontario In addition to the members of the Committee, the following people contributed to the development and publication of this Standard P. Debar University of British Columb Vancouver. british Columbia S.D. B. Alexander UMA Engineering Ltd C. Bentz University of Toronto Toronto, ontario W.D. Cook McGill University Montreal, quebe R.H. Devall Read Jones Christoffersen Ltd Vancouver British Columbia L. Gartley Hilti Canada Lt Burlington, ontario Bogdonov Pao Associates Ltd Vancouver. British Columbia G. Kirkham Bogdonov Pao Associates Ltd Vancouver British Columbia Y W.P. Lam CWMM Consulting Engineers Ltd Vancouver, British Columbia J. Markulin John Bryson and Partners, Vancouver, British Columbia A Metten Bush bohlman partners Vancouver. british Columbia s.H. Simmonds University of Alberta, Edmonton Alberta December 2004
© Canadian Standards Association Design of concrete structures December 2004 xv In addition to the members of the Committee, the following people contributed to the development and publication of this Standard: J.A. Patrick Alberta Infrastructure, Edmonton, Alberta A. Perry CBCL Limited, Halifax, Nova Scotia C. Taraschuk Institute for Research in Construction, National Research Council Canada, Ottawa, Ontario C.M. Wang Bantrel Co., Calgary, Alberta Associate M. Tumkur CSA, Mississauga, Ontario Project Manager P. Adebar University of British Columbia, Vancouver, British Columbia S.D.B. Alexander UMA Engineering Ltd., Edmonton, Alberta E.C. Bentz University of Toronto, Toronto, Ontario W.D. Cook McGill University, Montréal, Québec R.H. DeVall Read Jones Christoffersen Ltd., Vancouver, British Columbia L. Gartley Hilti Canada Ltd., Burlington, Ontario W. Janzen Bogdonov Pao Associates Ltd., Vancouver, British Columbia G. Kirkham Bogdonov Pao Associates Ltd., Vancouver, British Columbia Y.W.P. Lam CWMM Consulting Engineers Ltd., Vancouver, British Columbia J. Markulin John Bryson and Partners, Vancouver, British Columbia A. Metten Bush Bohlman & Partners, Vancouver, British Columbia S.H. Simmonds University of Alberta, Edmonton, Alberta
A23.3-04 rds Association R. Simpson Lotman Simpson Consulting Engineers ancouver british Columbia G. Smith Weiler Smith Bowers Consultants Burnaby British Columbia G. Weiler Weiler smith bowers consultants Burnaby british Columbia December 2004
A23.3-04 © Canadian Standards Association xvi December 2004 R. Simpson Glotman Simpson Consulting Engineers, Vancouver, British Columbia G. Smith Weiler Smith Bowers Consultants, Burnaby, British Columbia G. Weiler Weiler Smith Bowers Consultants, Burnaby, British Columbia