Design of Structural Reinforced Concrete Elements in Accordance with the Strength Design ...

505 Pages·2008·20.12 MB·English

AC1 34OR-97
AC1
?
DESIGN
HANDBOOK
of
Design
Structural Reinforced Concrete Elements
in Accordance with the
Strength Design Method of AC1 318-95
international PUBLICATIONSP -17(97) --`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT
THIS DOCUMENT IS PROTECTED BY THE LAWS OF COPYRIGHT
If additional copies are needed, in whole or in part, contact the Member Services Department of
the American Concrete Institute:
P.O. Box 9094
Farmington Hills, Michigan
48333-9094
TEL: [phone]
FAX: [phone]
SIXTH EDITION
Copyright 1997
American Concrete Institute
P.O. Box 9094
Farmington Hilis, MI 48333-9094
Third Printing, July 2001
All rights reserved including rights of reproduction and use in any form or by any means, including the making of copies
by any photo process, or by any electronic or mechanical device, printed or written or oral, or recording for sound or
visual reproduction or for use in any knowledge or retrieval system or device, unless permission in writing is obtained
from the copyright proprietors.
Printed in the United States of America
The Institute is not responsible for the statements or opinions expressed in its publicaîiwis. Institute publications are not able
to, nor intended to, supplant individual training, responsibilityo r judgement of the user, or the supplier, of the informa-
tion presented.
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---
international
ISBN 0-087031-045-3
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT
AC1 340R-97
AC1 Design Handbook
Design of Structural Reinforced Concrete Elements
in Accordance with the Strength Design Method of AC1 318-95
Reported by AC1 Committee 340
Mohsen A. Issa. Chairman
Husam A. Omar, Secretary
Param D. Bhat Richard Furlong' Edward G. Nawy
William W. Bintzer Moussa A. Issa William E. Rushing, Jr
The OPANCaom1ter iDPlc Jek.. s DJEig.i xvnCie tH rreaaenrdgd baono k is intended foJ'SDCra .oou mAnusselgeui llsbtMai nysSi g ri. Onr MLad. eia vLmiied bueea r ls having a generaMSCl uhfuadarmahrlitael iaksSra iGatry a.P wtSc.i aiVtohlmeg thlmuoe n as trength --`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---
design method and with "Building Code Requirements for Reinforced Concrete (AC1 31&95)." This
publication provides information for the engineering design and analysis of beams, one-way slabs, brackets,
footings, pile caps, columns. two-way slabs, and seismic design.
Informationi s presented on three sections: Design Aids. Design Examples, and Commentary on Design
Aids. The Design Examples illustrate the use of the Design Aids, which are tables and graphs intended to
eliminate routine and repetitious calculations. The Commentary explains the analytical basis for the Design
Aids.
Keywords: anchorage (stnidural); axial loads; bars; beams (supports); bending; bending moments; biaxial loads;
brackets; buckling; columns (supports); concrete construction; concrete piles; concrete slabs; connections:
cracking (fracturing); deflection; flanges; flexural strength; footings; frames; load factors; loads (forces); long
columns; moments of inertia; pile caps; reinforced concrete; reinforcing steels; shear strength; clendemess ratio;
spiral columns; splicing; stiffness; strength analysis; structural analysis; structural design; T-beams; tension;
torsion.
AC1 Committee Repons. Guides. Standard Practices, and Commentariesa re intended for guidance in planning, designing. executing
and inspecting consmiction. This document is intended for the use of individuals who are competent to evaluate the significance and
limitations of in content and recommendations and who will accept responsibility for the application of the material it contains. The
Amaican Concrete Instimte disclaims any and all responsibility for the stated piinciples. The InStiNte shall not be liable for any loss
or damage arising therefrom.
Reference to this document shall not be made in conuact documents. If items found in this document axe desired by the
ArchitectlEngineer to be a part of the conmt documents. they shall be restated in mandatory language for incorporation by the
Architecfigineer.
I I
AMERICAN CONCRETE INSTITUTE
P.O. Box 9094
Fannington Hills. MI 48331-9094
internationaì- Phone: [phone] Fax: [phone]
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT
TABLE OF CONTENTS
AC1 3 18-95 Strength Reduction Factors .......................................... Xiv
FOREWORD ............................................................... xv
NOTATION ............................................................... xvii
DESIGN AIDS
FLEXURE 1Reinforcement ratios and a,,f or quick approximate design of
rectangular beams with no compression reinforcement .......................... 5
FLEXURE 2-Nominal strength coefficients for design of rectangular beams
with tension reinforc.em ent only
FLEXURE 2.14' 3000 psi ............................................. 6
.
FLEXURE 2.2-f,' .40 00 psi ............................................. 7
FLEXURE 2.34' .50 00 psi ............................................- 8
FLEXURE 2-44' 6000 psi ............................................ -9
FLEXURE 3-Nominal strength coefficients for rectangular beams with compression
reinforcement in wh.ichf , =fy and for flanged sections with hl< a
'
FLEXURE 3.14' .30 00 psi & 4000 psi ................................... 10
FLEXURE 3.24. 5000 psi & 6000 psi .................................. -11
&<
FLEXURE 3.3-Coefficient I& for use in computing A, for flange Section with a 12
FLEXURE 4-Nominal strength Md for compression reinforcement in whichf, . =fy ....... 13
FLEXURE Moefficient F for use in calculating nominal strengths M, MnIa.nd M, .....- 14
FLEXURE &Nominal stren.gth M, for slab. sec tions 12 . wide
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`--- FFFFFFFLLLLLLLEEEEEEEXXXXXXXUUUUUUURERRRRRR6EEEEEE. 3666666......114.221...321.1.-21---.ffff--,2,,'4'', 44''' =' 4......033433400000000 000000p000000s ipppppp,ssssssiiiiii ...... fffffffyyyyyyy =......44464660000000 ....... OOOOOOO 000000O000000 O pppppppssssssiiiiisi i(((((((ggtttggaaarrrrbbbaaaapllplppeeehhhh))))) ) ) ......................................................................................................................................................... . ... . ... ---11212115067891
FLEXURE 6.4.2-4' 4000 psi. fy 60. O00 psi (table) ........................ 22
FLEXURE6.5.1-f,'=5.000 psi, fy=.40 .O OOpsi(graph) ...................... -23
FLEXURE 6.5.2--' .50 00 psi. fy .40 .O 00 psi (table) .......................- 24
FLEXURE 6.6.1--' .50 00 psi. fy .60 . O00 psi (graph) ...................... -25
FLEXURE 6.6.2-A' .50 00 psi. fy .60 . O00 psi (table) ....................... -26
FLEXURE 6.7.1-f,' .60 00 psi. fy .40 . O00 psi (graph) ...................... -27
FLEXURE 6.7.2--' .60 00 psi. fy .40 . O00 psi (table) ........................ 28
FLEXURE 6.8.1-f,' .60 00 psi. fy .60 . O00 psi (graph) ....................... 29
FLEXURE 6.8.2-L' 6000 psi. fy 60. O00 psi (table) ........................ 30
REINFORCEMENT I-Nominal cross section area, weight, and nominal
diameter of ASTM standard reinforcing bars ................................ -33
REINFORCEMENT 2-00, s section areas for vanous combination of bars .............. 34
REINFORCEMENT 3-Properties of bundled bars .................................. 36
REINFORCEMENT 4-Sectional propehes and areas of plain and deformed welded
iii
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT
wirereinforcement ......................................................3 7
REINFORCEMENT 5-Spec~cations and properties of wire and welded reinforcement
REINFORCEMENT 5.1-Specifications covering welded wire reinforcement ...... -38
REINFORCEMENT 5.2-Minimum requirements of steel wires in welded wire
reinforcement .......................................................... 38
REINFORCEMENT 6-Common styles of welded wire reinforcement .................- 39
REINFORCEMENT 7-Typical development and splice length for welded wire reinforcement
REINFORCEMENT 7.1.1-Plain wire reinforcement; fy = 60, O00 psi f,‘ = 3000 psi . . 40
REINFORCEMENT 7.1.2-Plain wire reinforcement; fy = 60, O00 psi f,. = 4000 psi . . 4 1
REINFORCEMENT 7.2.1-Deformed wire reinforcement;
fy = 60, O00 psi, f,. = 3000 psi ............................................. -42
REINFORCEMENT 7.2.2-Deformed wire reinforcement,
.
fy = 60,O 00 psi, f, = 4000 psi ............................................. -43
REINFORCEMENT P r a c kc ontrol in beams and slabs
REINFORCEMENT 8.1-Maximum A values per bar ......................... -44
REINFORCEMENT 8.2-Beam web size and reinforcement required ............ -45
REINFORCEMENT %Minimm beam web widths required for two or more
bars in one layer for cast-in-place nonprestressed concrete ....................... 46
REINFORCEMENT IO-Minimum beam web widths for various bar combinations
(interior exposure) ..................................................... -47
REINFORCEMENT 11Maximumw eb width b, per bar for single bars used
as flexural tension reinforcement in beam webs and slabs, as required for crack
controlprovision s ............................................................. 48
REINFORCEMENT 12-Minimum beam web widths b, for various bar combinations of
bundled bars (iterior exposure) .......................................... -49
REINFORCEMENT 13-Maximum web width b, per bundle, as required for crack control
provisions for bars of one s kin one layer .................................. -50
REINFORCEMENT 1ABars election table for beams .............................. -51
REINFORCEMENT 15-Areas of bars in a section 1 ft. wide ......................... -56
REINFORCEMENT 16-Maximum bar spacing for single bars
in one row for one-way slabs ............................................. -57
REINFORCEMENT 17-Basic development length ratios of bars in tension ..............5 8
REINFORCEMENT 18.1-Basic development length , Z of standard hooks in tension ..... -60
REINFORCEMENT 18.2-MinimUm embedment lengths to provide 2 in .
cover to tail of standard 18O-degree end hook ................................. 61
REINFORCEMENT 19-Maximum size of positive reinforcement bars satis-
P, =(MflJ + Pa, IEq. (12.2) of AC1 318-951 for various span lengths .............. -62
REINFORCEMENT 19.1-6 = 40, O00 psi .................................. -62
RENFORCEMENT 19.2-f, = 60,O 00 psi .................................. -63
REINFORCEMENT 20-Maximum allowable pitch s, in,
REINFORCEMENT 20.1-For circular viral columns ......................... -64
RENFORCEMENT 20.2-For square coiumns. ...............................6 5
RENFORCEMENT 20.3-Recommended minimum number of spacers wiîh
various spirai sizes x.2 column sizes ....................................... -66
REINFORCEMEN” 21-”4inimum face dimension b, in., of rectangular tied columns
accommodating various numbers of bars n per face ........................... -67
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---
iv
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT
REINFORCEMENT 22-Maximum number of bars n,, that can be accommodated
in square columns having bars equally distributed on four faces
REINFORCEMENT 22.1.1-22.1.4-Using bearing splices ................... 68-71
REINFORCEMENT 22.2.1 -22.2.4-Using normal lap splices ................. 72-75
REINFORCEMENT 22.3.1 -22.3.4-Using tangential lap splices .............. 76-79
REINFORCEMENT 23A“aximum number of bars n,, that can be accommodated
in columns having bars arranged in a circle
REINFORCEMENT 23 .1 .1.23.1 .&Using bearing splices ................... 80-83
REINFORCEMENT 23.2.1-23.2.4-Using normal lap splices ................. 84-87
RENORCEMENT 23.3.1-23.3.4-Using tangential lap splices .............. 88-91
SHEAR l-stirrup design requirements for nonprestressed beams with vertical Stirnips and
normal-weight concrete subjected to flexure and shear only ..................... -94
SHEAR 2-Diagram for selecting spacing of stinups ................................. 95
SHEAR 3-Mi.nimum beam height to provide embedment required for #6, #7, and #8 vertical
’
stirrups wi&fy = 60, O00 psi ............................................... 96
SHEAR &Design shear strength V, for U-stirmps
SHEAR 4.1-f, = 40 ksi .................................................. 97
SHEAR4.2-f, =60ksi. ................................................. 98
SHEAR %Effective depth of footings and slabs required to provide perimeter shear strength
SHEAR 5.1-Interior rectangular column (q = 40) for which ß, = wb s 2 ..........9 9
SHEAR 5.2-hterior circular column (as= 40) .............................. 100
SHEAR &Maximum nominal torsional moment T, that may be neglected
(AC13 18-95 Section 11 .6.1) and maximum nominal torsional moment T, required for
statically indeterminate torsion (AC1 3 18-95 Section 11 -62) .................... 101
SHEAR 7.1-Values of win.) And & (kips)
SHEAR 7.1.1--’ = 3, O00 psi ............................................ 102
SHEAR 7.124’= 4, o00 psi ............................................ 102
SHEAR 7.1.3-f,‘ = 5,O 00 psi ............................................ 103
SHEAR 7.1.44’ = 6, O00 psi ............................................ 103
SHEAR 7.2-Val~e~o f K, (fi-k)
SHEAR 72.1-f,’ = 3,0 00 psi ............................................ 104
SHEAR 7.2.2-f,’ = 4, 000 psi ............................................ 104
SHEAR 7.2.3-3’ = 5,O 00 psi ............................................. 105
SHEAR 7.2.4-f,’ = 6, O00 psi ............................................ 105
SHEAR 7.3-values of K, (fi-kh.)
SHEAR 7.3.1-fp: = 40, O00 psi ........................................... 106
SHEAR 7.3.2-3, = 60, O00 psi ........................................... 106
SHEAR 7.4-Values of KI( fi-k)
SHEAR 7.4.1--’ = 3,O 00 psi ............................................ 107
SHEAR 7.4.24’ = 4, O00 psi ............................................ 107
SHEAR 7.4.34’ = 5,O 00 psi ............................................1 08
SHEAR7.4.4-i’=6,OOOpsi ............................................ 108
DEFLECTION l-lrackuig moment M,
DEFLECTION 1.1-For rectangular sections ................................ 110
DEFLECTION 1.2-For T or L sections with tension at the bottom
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---
V
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT
(positive moment) ..................................................... 11 1
DEFLECTION 1.3-For T or L sections with tension at the top (negative moment)
DEFLECTION ~ 3 . 1 -=ß 0~.1 ,0.15, and 0.2 ............................. 112
DEFLECTION 1.3.2-ßh=0.25, 0.30, and0.40 ........................... 113
DEFLECTION 2-Cracked section moment of inertia I, for rectangular sections
with tension reinforcement only .......................................... 114
DEFLECTION 3-0s moment of inertia for Ig of T-section ........................ 115
DEFLECTION 4-Cracked section moment of inertia I, for rectangular
sections with compression steel, or T-sections (values of Ki2)
DEFLECTION 4.1-For ß , from 0.1 through 0.9 ............................. 116
DEFLECTION 4.2-For h m 1 .0 through 5.0 ............................. 117
ßc
DEFECTION %Effective moment of inertia I,
DEFLECTION 5.1-(value~o f k;) ........................................ 118
DEFLECTION 5.2-For rectangular sections with tension reinforcement only
(values of KJ ......................................................... 119
DEFLECTION 6.1-Coefficient & and typical M, formdas for calculating
immediate deflection of flexural members .................................. 120
DEFLECTION 6.2-Coefficient & for calculating immediate deflection
offledmembers ................................................... -121
DEFLECTION 7-Values of lu, and òcf or use in a, = (Kdô , )(w/b)
(immediate deflection by the approximate method) ........................... 122
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`--- DDCOEEFFLLLUEEMndCCueNTTgeIIS ltOOeo c1NN t-seS ud98lse --fCtMnaoàrirnoee eedcmpdou el lulusossma a ndndsrso a fsbt .rhieao.rlsiac.n es.kktd.iau c.gairg.te yaa. di n.Ened.,s f .tlfke o i¿sc r.iJt di.vhoe.ab ns.rew i.(loa.oau.dyws.d . .ciw.t.oi..hon..incc..arh..el. .tele..of. .fns.e.tg.c.r-.t.tesi..nm .o.g.fe.h . .ssd..l. .ee...fn..l.de...ec...rt..i.n.o..e.n.s..).s.. .m......a..y.... b. e. . 111222346
COLUMNS 2-Effective length fáctor k for columns in braced and nonbraced frames ...... 127
COLUMNS 3F'actored K, and K, for cornpuhg flexural stiffness term (*EI)
COLUMNS 3.1-For rectangular tied columns with steel on four faces .......... -128
COLUMNS 3.2-For rectangular tied columns with steel on two end faces ....... -129
COLUMNS 3 .>For circular spiral columns ................................ 130
COLUMNS 3.4-For square spirai columns ................................. 131
COLUMNS 4-Values of E(EJJ2.51 x lo-' for computing flexural stiffness EI of
cracked sections of rectangular and circular columns
COLUMNS 4.i--' = 3 ksi .............................................. 132
COLUMNS 4.2--' = 4 ksi .............................................. 133
COLUMNS 4 . 3 4 = 5 ksi ............................................... 134
C O L C ? S4 .44' = 6 ksi .............................................. -135
COLUMNS 4.5----' = 9 ksi ..............................................1 36
COLUMNS 4.&-' = i2 ksi ............................................. 137
COLUMNS 5- Moment mamiifier term C, for columns
COLUMNS 5.1-For rectangular tied columns and square columns with
steel arranged in a circle-- . = 3 ksi ....................................... 138
COLUMNS 5.2-For rectangular tied columns and square columns with
vi
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT
.
steel arranged in a circle--’ 4 ksi ....................................... 138
COLUMNS 5.3-For rectangular tied columns and square coliimns with
steel arranged in a circle--.. - 5 ksi ....................................... -139
COLUMNS 5.4-For rectangular tied columns and square columns with
steel arranged In a circle-- ..- 6 ksi ....................................... 139
COLUMNS 5.5-For rectangular tied columns and square columns with
steel arranged in a circle-- .. 9 ksi ....................................... 140
COLUMNS 5.6-For rectaugular tied columns and square columns with
..
steel arranged in a circle-f, 12 ksi ...................................... 140
COLUMNS 5.7-For circular columns-f, . =. 3 ksi ........................... 141
COLUMNS 5.8-For circular columns-L’ .4 ksi ........................... 141
COLUMNS 5.9-For circular c01iunns-f’ 5 ksi ........................... 142
COLUMNS 5.10-For circular columns--- .. 6 ksi .......................... 142
COLUMNS 5.1 1-For circular columns-- . = 9 ksi .......................... 143
COLUMNS 5.12-For circular columns--- .. 12 ksi ......................... 143
CCOOLLUUMMCCCCONOOONSLLLSL UUUU/7:VMMMM-aNNNNlNuSeSSSso 6767....d2111--..F12F o--oofRRlr ro y 33a --fd66o##-00rm53.. 67c o t aoimneldsue a#nm..n4tn.. d s ..tc ti..srre.pe.osi.n.s r.os.ga. .rltsh. .ses . .pci...ntir..i.taoe...ni.r..ssa... . c....t....i.o.....n..... .d....i....a....g....r...a....m....... ........................................................................ 111144444567 --`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---
COLUMNS 7.1.3-R3-60.8 ............................................. 148
COLUMNS 7.1.4-R3-60.9 .............................................. 149
COLUMNS 7.2.1R4-60-6 ............................................. 150
COLUMNS 7.2.2-R4-60.7 ............................................. 151
COLUMNS 7.2.3-R4-60.8 ............................................. 152
COLUMNS 7.2.4-R4-60.9 ............................................. 153
COLUMNS 7.3.1-DC-60.6 ............................................. 154
COLUMNS 7.3.2-R5-60.7 ............................................. 155
COLUMNS 7.3.3R5-60.8 ............................................. 156
COLUMNS 7.3.4-R5-60.9 ............................................. 157
COLUMNS 7.4.1R6-60.6 ............................................ -158
COLUMNS 7.4.2-R6-60.7 ............................................. 159
COLUMNS 7.4.3-R6-60.8 ............................................. 160
COLUMNS 7.4.4-R6-60.9 ............................................. 161
COLUMNS 7.5.1-0-75.6 ............................................. 162
COLUMNS 7.5.2-R9-75.7 ............................................. 163
COLUMNS 7.5.3-DO-75-8 ............................................. 164
COLUMNS 7.5.4429-75.9 ............................................. 165
COLUMNS 7.6.1R12-75.6 ............................................ 166
COLUMNS 7.6.2-R12-75.7 ...................................... ...... 167
’
COLUMNS 7.6.3R12-75.8 ............................................ 168
COLUMNS 7.6.kR12-75.9 ............................................ 169
COLUMNS 7.7.1L3-60-6 .............................................. 170
COLUMNS 7.7.2-L3-60-7 .............................................. 171
COLUMNS 7.7.3-L3-60-8 .............................................. 172
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT
COLUMNS 7.7.6L3-60.9 .............................................. 173
COLUMNS 7.8.1L4-60.6 .............................................. 174
COLUMNS 7.8.2-L4-60.7 ............................................. -175
COLUMNS 7.8.3-L4-60.8 .............................................. 176
COLUMNS 7.8.6L4-60.9 .............................................. 177
COLUMNS 7.9.1-L5-60.6 .............................................. 178
COLUMNS 7.9.2-L5-60.7 .............................................. 179
COLUMNS 7.9.3L5-60.8 .............................................. 1? ?I
COLUMNS 7.9.6L5.60.9 .............................................. 16 .
COLUMNS 7.10.1-L6-60.6 ............................................. 182
COLUMNS 7.10.2-L6-60.7 ............................................. 183
COLUMNS 7.10.3L6-60.8 ............................................. 184
COLUMNS 7.10.GL6-60.9 ............................................. 185
COLUMNS 7.1 1.1L9-75.6 ............................................. 186
COLUMNS 7.1 1.2T9-75.7 ............................................. 187
COLUMNS 7.1 1.3-L9-75.8 ............................................. 188
COLUMNS 7.1 1. GL9.7 5.9 ............................................. 189
COLUMNS 7.12.1L12-75.6 ............................................ 190
COLUMNS 7.12.2712-75.7 ............................................ 191
COLUMNS 7.12.3-L 12-75.8 ............................................ 192
COLUMNS 7.12.4-L12-75.9 ............................................ 19:
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`--- CCCCCCOOOOOOLLLLLLUUUUUUMMMMMMNNNNNNSSSSSS 777777......111111334343. ..1...1A223--4444C33433-M.--6-666600000. 6.0.6.. 77.89 ................................................................................................................................................................................................................................................................. . .. ..... 1 11111999999456879
COLUMNS 7.14.3-CM0.8 ........................................... -200
COLUMNS 7.14.Are60.9 ........................................... 201
COLUMNS 7.15.145-60.6. ........................................... 202
COLUMNS 7.15.245-60.7 ............................................ 203
COLUMNS 7.15.345-60.8 ........................................... -204
COLUMNS 7.15.4-C5-60.9 ........................................... -205
COLUMNS 7.16.146-60.6 ........................................... -206
COLUMNS 7.16.246-60.7 ........................................... -207
COLUMNS 7.16.3-C6-60.8 ........................................... -208
COLUMNS 7.16.AG60.9 ............................................ 209
COLUMNS 7.1 7.149-75.6 ........................................... -210
COLUMNS 7.17.2-49-75.7 ............................................ 211
COLUMNS 7.17.349-75.8 ........................................... -212
COLUMNS 7.17.4-c9-75.9 ........................................... -213
COLUMNS 7.18.1412-75.6 .......................................... -214
COLUMNS 7.18.2412-75.7 .......................................... -215
COLUMNS 7.18.3412-75-8. .......................................... 216
COLUMNS 7.18.4-cl2-75.9 .......................................... -217
Copyright American Concrete Institute viii
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT
COLUMNS 7.19.1-S3-60.6 ............................................ 218
COLUMNS 7.19.2-S3-60.7 ........................................... -219
COLUMNS 7.19.3-43-60.8 ............................................ 220
COLUMNS 7.19.AS3-60.9 ............................................. 221
COLUMNS 7.20.1-s4-60.6 ........................................... -222
COLUMNS 7.20.2-S4-60.7 ............................................ 223
COLUMNS 7.20.3-S4-60.8 ............................................ 224
COLUMNS 7.20.6S4-60.9 ........................................... -225
COLUMNS 7.21.1-C5-60.6 ............................................ 226
COLUMNS 7.21.2-S5-60.7 ........................................... -227
COLUMNS 7.21.3-S5-60.8 ............................................ 228
COLUMNS 7.21.AS5-60.9 ............................................ 229
COLUMNS 7.22.1-S6-60.6 ........................................... -230
COLUMNS 7.22.2-S6-60.7 ........................................... -231
COLUMNS 7.22.3-S6-60.8 ........................................... -232
COLUMNS 7.22.4-S6-60.9 ............................................ 233
COLUMNS 7.23.1-S9-75.6 ........................................... -234
COLUMNS 7.23.2-S9-75.7 ........................................... -235
COLUMNS 7.23.3-S9-75.8 ........................................... -236
COLUMNS 7.23.4-49-75.9 ............................................ 237
COLUMNS 7.24.1-S12-75.6 .......................................... -238
COLUMNS 7.24.2-S12-75.7 .......................................... -239
COLUMNS 7.24.3-S 12-75.8 ..... ..................................... -240
’
COLUMNS 7.24.AS12-75.9 ........................................... 241
COLUMNS &-Solution to reciprocal load equation for biaxial bending-
P,,/ A, as a function of PJA, Pv /A, and Po/ A, ............................. 242
;
COLUMNS 9-Solution to reciprocal load equation for biaxial bending-
P,,/P oa s a function of P,/P,, and PV /Po .................................. -243
COLUMNS 10-Biaxial bending design constant ß-For rectangular columns
COLUMNS 10.1-Witb two bars on each of four .faces ........................ 244
COLUMNS 10.2-With three bars on each of four faces ..................... -244
COLUMNS 10.3-With four or more bars on each of four faces ................ -245
COLUMNS 10.4-With three, four, or five bars on each of two opposite faces ..... 245
COLUMNS 11 -Biaxial moment relationship .................................... -246
SLABS 1”Binimms lab thickness
SLABS 1.1-Minimum thickness of slab without intdor beams. ...............- 248
SLABS 1.2-Minimm slab thiclmess for deflection of slabs on beams,
drop panels or bands .
SLABS 1.2.13, .40 , 000 psi ........................................ -249
SLABS 1.2.2-- 60,O 00 psi ........................................ -250
SLABS 2-Factor ?for calculating a ........................................... 251
SLABS 3.1-Factor kl for perimeter shear-Interior column .................... 252
SLABS 3.2-Factors k,’ and k; for perimeter shear-Square interior column. ...... 253
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---
ix
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
No reproduction or networking permitted without license from IHS Not for Resale, 05/04/2005 04:29:24 MDT