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15、TsSEARCHANDBROWSETHISDOCUMENTANDsPRINTTHISDOCUMENTIFITISIN0$ or(b) equal to Ae/Ag, but not greater than 0.5, for other types of masonryAg= gross cross-sectional area, mm2Pd= axial compressive load on the section under consideration, based on 0.9 times dead load including any axial load arising from
16、bending in coupling beams, N7.10.2.2 Low-aspect-ratio (squat) shear wallsThe upper limit on the factored shear resistance of low-aspect-ratio walls (hw/w 1) is greater than that given in Clause 7.10.2.1; however, care shall be taken that the shear input to the wall is distributed along the entire le
17、ngth of the wall and will not lead to failure of a portion of the wall. If such care is taken, then the maximum factored shear resistance may be increased towherehw= total wall height, mmw=wal length, mmhw/w= shall be taken as not less than 0.5 nor more than 17.10.2.3 Masonry shear strengthShear str
18、ength contributed by masonry, vm , shall be as given bywhereMf= factored moment at the section under considerationVf= factored shear at the section under consideration= shall be taken as not less than 0.25 nor more than 17.10.3 Factored out-of-plane shear resistance for walls and columnsThe factored
19、 out-of-plane shear resistance, Vr , shall be taken asbut not greater thanNote: The effective cross-sectional area, Ae , is defined in Clause 7.3.7.10.4 Stack pattern factored shear resistanceThe maximum factored vertical in-plane shear resistance in stack pattern walls shall not exceed that corresp
20、onding to the shear friction resistance of the continuous horizontal reinforcing used to tie the wall together at the continuous head joints. Such reinforcing shall be spaced at not more than 800 mm for bond beam reinforcing and 400 mm for wire joint reinforcing. Shear friction resistance shall be t
21、aken asVr= mCh04 2./fgmmwvg w wfbd h( )lscriptvMVdfmffvm=016 2.MVdffvVfAPrm me d=+f 016 02504.m mefAf37(Replaces p. 37, August 2014)S304-14 2015 CSA GroupFebruary 2015where =0.7Ch= compressive force in the masonry acting normal to the head joint, normally taken as the factored tensile force at yield
22、 of the horizontal reinforcement that crosses the vertical joint and has been detailed to develop yield strength on both sides of the vertical joint, N7.10.5 Factored sliding shear resistance7.10.5.1 Factored in-plane sliding shear resistanceThe factored in-plane sliding shear resistance, Vr , shall
23、 be taken as VfAPrmmucm=+016. ff1for shear along bed joints between courses of masonryandVr= mC for shear along bed joint between the support and the first course of masonrywhereAuc= the uncracked portion of the effective cross-sectional area of the wall that provides shear bond capacity (applied ou
24、t-of-plane loads in addition to the applied in-plane loads can cause cracking of the masonry wall), mm = 1.0 for a masonry-to-masonry or masonry-to-roughened concrete sliding plane= 0.7 for a masonry-to-smooth concrete or bare steel sliding planeC = compressive force in the masonry acting normal to
25、the sliding plane, normally taken as Pdplus the factored tensile force at yield of the vertical dowels that are detailed to develop yield strength on both sides of the sliding plane, NNote: When flashings reduce the friction that resists sliding shear, the frictional coefficient would be based on th
26、e particular flashing material.7.10.5.2 Factored out-of-plane sliding shear resistanceThe factored out-of-plane sliding shear resistance, Vr, across a horizontal section shall be calculated as follows:VfAPrmmucm=+016. ff1for shear along bed joints between courses of masonryandVr= mC for shear along
27、bed joint between the support and the first course of masonryNote: When flashings reduce the friction that resists sliding shear, the frictional coefficient would be based on the particular flashing material.7.11 Intersections7.11.1 Bonded masonry intersectionsWhere wall intersections are bonded so
28、that units in alternating courses of one wall are embedded at least 90 mm in the other wall, the factored vertical shear at the intersection shall not exceed the factored shear resistance of the masonry taken asVfArm me=f 016.Minimum horizontal reinforcement shall be provided across the vertical int
29、ersection. This reinforcement shall be equivalent in area to at least two 3.65 mm diameter steel wires spaced 400 mm vertically.Note: For hollow and partially grouted masonry construction, Aein the above equation may be taken as the effective mortared area of the bed joint. For fully grouted walls,
30、Aein the above equation may be taken as the gross cross-sectional area, Ag.(Replaces p. 38, August 2014)38Standards Update ServiceS304-14August 2014Title: Design of masonry structuresPagination: 169 pages (14 preliminary and 155 text), each dated August 2014To register for e-mail notification about
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32、gal to find out how we protect your personal information.TMA trade-mark of the Canadian Standards Association, operating as “CSA Group”Published in August 2014 by CSA GroupA not-for-profit private sector organization5060 Spectrum Way, Suite 100, Mississauga, Ontario, Canada L4W 5N61-800-463-6727 416
33、-747-4044Visit our Online Store at shop.csa.caS304-14Design of masonry structuresISBN 978-1-77139-577-9 2014 CSA GroupAll rights reserved. No part of this publication may be reproduced in any form whatsoever without the prior permission of the publisher.To purchase standards and related publications
34、, visit our Online Store at shop.csa.ca or call toll-free 1-800-463-6727 or 416-747-4044.August 2014 iiiContents 2014 CSA Group Design of masonry structuresCommittee Title xiiPreface xiv1Scope 11.1 General 11.2 Other masonry standards 11.3 Vehicular bridges 11.4 Partitions 11.5 Thin veneers secured
35、by mortar adhesion 11.6 Rough stone masonry 11.7 Terminology 12 Reference publications, definitions, standard notation, and units 22.1 Reference publications 22.2 Definitions 52.3 Standard notation 92.4 Units 163 General requirements 163.1 Design methods 163.2 Other design methods 163.3 Drawings and
36、 related documents 163.4 Materials 174 Design requirements 174.1 Specified loads and effects 174.1.1 Loads and effects 174.1.2 Dynamic effects 184.1.3 Importance factor 184.1.4 Loads not listed 184.2 Limit states design 184.2.1 Terminology 184.2.2 Strength and stability 194.3 Factored resistance 204
37、.3.1 General 204.3.2 Resistance factors 204.3.3 Masonry connectors 204.3.4 Effective stiffness 204.4 Structural integrity 204.5 Limits on the use of unreinforced masonry 204.5.1 Seismic limitation for unreinforced masonry 204.5.2 Locally reinforced masonry 204.5.3 Unreinforced shear walls 214.6 Seis
38、mic design 214.7 Fire resistance 214.8 Support of masonry 214.8.1 Rigidity requirements 214.8.2 Vertical support of masonry 224.8.3 Lateral support of masonry 224.9 Connectors 22S304-14 2014 CSA Groupiv August 20144.10 Serviceability 234.10.1 Effects of differential movements and dimensional changes
39、 234.10.2 Displacements 234.10.3 Crack control 234.11 Durability 244.11.1 General 244.11.2 Reclaimed masonry units 244.11.3 Corrosion protection of metal components 244.12 Fibre-reinforced polymers 255 Specified strengths used in design 255.1 Masonry compressive strength 255.1.1 Design strength 255.
40、1.2 Compressive strength based on masonry prism tests 265.1.3 Compressive strength based on unit, mortar, and grout tests 265.2 Masonry tensile strength 285.2.1 Specified flexural tensile strength 285.2.2 Test for masonry flexural tensile bond strength 285.2.3 Specified axial tensile strength 285.3
41、Masonry shear strength 285.3.1 Unreinforced and reinforced walls and columns 285.3.2 Prestressed walls and columns 285.3.3 Reinforced and prestressed beams 285.4 Masonry bearing strength 285.5 Reinforcing steel yield strength 285.6 Prestressing steel strength 295.7 Connector strength 295.8 Anchor bo
42、lt strength 296 Analysis of the structure 296.1 Safety and serviceability 296.2 Methods of analysis 296.3 Alternative methods of analysis 296.4 Secondary effects 296.5 Modulus of elasticity 296.6 Composite members 306.7 Cavity walls 306.7.1 Lateral loads 306.7.2 Axial load and bending 307 Design of
43、unreinforced walls and columns 307.1 General 307.1.1 Factored resistance 307.1.2 Masonry columns 307.1.3 Limitations 307.1.4 Toothed joints 307.2 Design requirements for axial load and bending 307.2.1 Maximum factored moment for sections allowed to be cracked 307.2.2 Rectangular stress block analysi
44、s 317.2.3 Maximum factored resistance for sections not allowed to be cracked 317.2.4 Linear elastic analysis 317.3 Effective cross-sectional area 317.4 Maximum factored axial load resistance 317.5 Effective height 32 2014 CSA Group Design of masonry structuresAugust 2014 v7.6 Shear wall flanges 327.
45、6.1 Shear wall flange width 327.6.2 Flange intersections 327.6.3 Chases and openings 327.7 Axial load and minor axis bending in walls 327.7.1 Cavity walls 327.7.2 Composite and other multi-wythe solid walls 327.7.3 Minimum primary moment 337.7.4 Section total moment effects 337.7.5 Slenderness limit
46、s 347.7.6 Design methods 347.8 Axial load and biaxial bending in walls 357.8.1 Design of compression zone 357.8.2 Design of tension zone 357.9 Columns 367.9.1 General 367.9.2 Axial load and single axis bending in columns 367.9.3 Axial load and biaxial bending in columns 367.10 Shear in walls and col
47、umns 367.10.1 General 367.10.2 Factored in-plane shear resistance for walls 367.10.3 Factored out-of-plane shear resistance for walls and columns 377.10.4 Stack pattern factored shear resistance 377.10.5 Factored sliding shear resistance 387.11 Intersections 387.11.1 Bonded masonry intersections 387
48、.11.2 Unbonded masonry intersections 397.11.3 Factored resistance of connectors 397.12 Flexural wall panels 397.12.1 General 397.12.2 Flexural wall panel dimension limits 397.12.3 Calculation of factored moments in panels 397.12.4 Calculation of resisting moment in panel 407.13 Infill shear walls 40
49、7.13.1 General 407.13.2 Analytical models 407.13.3 Design of infill shear walls 417.14 Bearing resistance for concentrated load 427.14.1 Stress distribution under beams 427.14.2 Dispersion of concentrated load 437.14.3 Walls of fully grouted masonry or solid brick masonry 437.14.4 Walls of hollow block or brick units not fully grouted 437.14.5 Partially groute
