ACI design handbook : design of structural reinforced concrete elements in accordance with the strength design method of ACI 318-95

목차 (Table of Contents)

• CONTENTS
• TABLE OF CONTENTS
• ACI 318―95 Strength Reduction Factors = xiv
• FOREWORD = xv
• NOTATION = xvii
• DESIGN AIDS
• FLEXURE 1―Reinforcement ratios and a_n for quick approximate design of rectangular beams with no compression reinforcement = 5
• FLEXURE 2―Nominal strength coefficients for design of rectangular beams with tension reinforcement only
• FLEXURE 2.1―$$\eqalign&\cr&f_c^\cr$$＝3000 psi = 6
• FLEXURE 2.2―$$\eqalign&\cr&f_c^\cr$$＝4000 psi = 7
• FLEXURE 2.3―$$\eqalign&\cr&f_c^\cr$$＝5000 psi = 8
• FLEXURE 2.4―$$\eqalign&\cr&f_c^\cr$$＝6000 psi = 9
• FLEXURE 3―Nominal strength coefficients for rectangular beams with compression reinforcement in which $$\eqalign&\cr&f_s^\cr}$$＝$$\eqalign&\cr&f_y\cr}$$ and for flanged sections with h_f < a
• FLEXURE 3.1―$$\eqalign&\cr&f_c^\cr$$＝3000 psi & 4000 psi = 10
• FLEXURE 3.2―$$\eqalign&\cr&f_c^\cr$$＝5000 psi & 6000 psi = 11
• FLEXURE 3.3―Coefficient K_nf for use in computing A_sf for flange section with h_f < a = 12
• FLEXURE 4―Nominal strength M_n2 for compression reinforcement in which $$f'_s＝f_y$$ = 13
• FLEXURE 5―Coefficient F for use in calculating nominal strengths M_n, M_nl, and M_nw = 14
• FLEXURE 6―Nominal strength M_n for slab sections 12 in. wide
• FLEXURE 6.1.1―$$\eqalign&\cr&f_c^\cr$$＝3000 psi, $$\eqalign&\cr&f_y\cr$$＝40,000 psi（graph） = 15
• FLEXURE 6.1.2―$$\eqalign&\cr&f_c^\cr$$＝3000 psi, $$\eqalign&\cr&f_y\cr$$＝40,000 psi（table） = 16
• FLEXURE 6.2.1―$$\eqalign&\cr&f_c^\cr$$＝3000 psi, $$\eqalign&\cr&f_y\cr$$＝60,000 psi（graph） = 17
• FLEXURE 6.2.2―$$\eqalign&\cr&f_c^\cr$$＝3000 psi, $$\eqalign&\cr&f_y\cr$$＝60,000 psi（table） = 18
• FLEXURE 6.3.1―$$\eqalign&\cr&f_c^\cr$$＝4000 psi, $$\eqalign&\cr&f_y\cr$$＝40,000 psi（graph） = 19
• FLEXURE 6.3.2―$$\eqalign&\cr&f_c^\cr$$＝4000 psi, $$\eqalign&\cr&f_y\cr$$＝40,000 psi（table） = 20
• FLEXURE 6.4.1―$$\eqalign&\cr&f_c^\cr$$＝4000 psi, $$\eqalign&\cr&f_y\cr$$＝60,000 psi（graph） = 21
• FLEXURE 6.4.2―$$\eqalign&\cr&f_c^\cr$$＝4000 psi, $$\eqalign&\cr&f_y\cr$$＝60,000 psi（table） = 22
• FLEXURE 6.5.1―$$\eqalign&\cr&f_c^\cr$$＝5000 psi, $$\eqalign&\cr&f_y\cr$$＝40,000 psi（graph） = 23
• FLEXURE 6.5.2―$$\eqalign&\cr&f_c^\cr$$＝5000 psi, $$\eqalign&\cr&f_y\cr$$＝40,000 psi（table） = 24
• FLEXURE 6.6.1―$$\eqalign&\cr&f_c^\cr$$＝5000 psi, $$\eqalign&\cr&f_y\cr$$＝60,000 psi（graph） = 25
• FLEXURE 6.6.2―$$\eqalign&\cr&f_c^\cr$$＝5000 psi, $$\eqalign&\cr&f_y\cr$$＝60,000 psi（table） = 26
• FLEXURE 6.7.1―$$\eqalign&\cr&f_c^\cr$$＝6000 psi, $$\eqalign&\cr&f_y\cr$$＝40,000 psi（graph） = 27
• FLEXURE 6.7.2―$$\eqalign&\cr&f_c^\cr$$＝6000 psi, $$\eqalign&\cr&f_y\cr$$＝40,000 psi（table） = 28
• FLEXURE 6.8.1―$$\eqalign&\cr&f_c^\cr$$＝6000 psi, $$\eqalign&\cr&f_y\cr$$＝60,000 psi（graph） = 29
• FLEXURE 6.8.2―$$\eqalign&\cr&f_c^\cr$$＝6000 psi, $$\eqalign&\cr&f_y\cr$$＝60,000 psi（table） = 30
• REINFORCEMENT 1―Nominal cross section area, weight, and nominal diameter of ASTM standard reinforcing bars = 33
• REINFORCEMENT 2―Cross section areas for various combination of bars = 34
• REINFORCEMENT 3―Properties of bundled bars = 36
• REINFORCEMENT 4―Sectional properties and areas of plain and deformed welded wire reinforcement = 37
• REINFORCEMENT 5―Specifications 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―$$\eqalign&\cr&f_y\cr}$$＝60,000 psi, $$\eqalign&\cr&f_c^\cr$$＝3000 psi = 40
• REINFORCEMENT 7.1.2 ―Plain wire reinforcement―$$\eqalign&\cr&f_y\cr}$$＝60,000 psi, $$\eqalign&\cr&f_c^\cr$$＝4000 psi = 41
• REINFORCEMENT 7.2.1―Deformed wire reinforcement―$$\eqalign&\cr&f_y\cr}$$＝60,000 psi, $$\eqalign&\cr&f_c^\cr$$＝3000 psi. = 42
• REINFORCEMENT 7.2.2 ―Deformed wire reinforcement―$$\eqalign&\cr&f_y\cr}$$＝60,000 psi, $$\eqalign&\cr&f_c^\cr$$＝4000 psi = 43
• REINFORCEMENT 8―Crack control in beams and slabs
• REINFORCEMENT 8.1―Maximum A values per bar = 44
• REINFORCEMENT 8.2―Beam web size and reinforcement required = 45
• REINFORCEMENT 9―Minimum beam web widths required for two or more bars in one layer for cast―in―place nonprestressed concrete = 46
• REINFORCEMENT 10―Minimum beam web widths for various bar combinations（interior exposure） = 47
• REINFORCEMENT 11―Maximum web width b_w per bar for single bars used as flexural tension reinforcement in beam webs and slabs, as required for crack control provisions = 48
• REINFORCEMENT 12―Minimum beam web widths b_w for various bar combinations of bundled bars（interior exposure） = 49
• REINFORCEMENT 13―Maximum web width b_w per bundle, as required for crack control provisions for bars of one size in one layer = 50
• REINFORCEMENT 14―Bar selection 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 = 58
• REINFORCEMENT 18.1―Basic development length l_hb of standard hooks in tension = 60
• REINFORCEMENT 18.2―Minimum embedment lengths to provide 2 in. cover to tail of standard 180―degree end hook = 61
• REINFORCEMENT 19―Maximum size of positive reinforcement bars satisfying ℓ_d＝（M_n／V_u） + ℓ_a, [Eq.（12.2） of ACI 318―95] for various span lengths = 62
• REINFORCEMENT 19.1―$$\eqalign&\cr&f_y^\cr$$＝40,000 psi = 62
• REINFORCEMENT 19.2―$$\eqalign&\cr&f_y^\cr$$＝60,000 psi = 63
• REINFORCEMENT 20―Maximum allowable pitch s, in.
• REINFORCEMENT 20.1―For circular spiral columns = 64
• REINFORCEMENT 20.2―For square columns = 65
• REINFORCEMENT 20.3―Recommended minimum number of spacers with various spiral sizes and column sizes = 66
• REINFORCEMENT 21―Minimum face dimension b, in., of rectangular tied columns accommodating various numbers of bars n per face = 67
• REINFORCEMENT 22―Maximum number of bars n_max 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
• REINFORCEMENT 22.2.1―22.2.4―Using normal lap splices = 72
• REINFORCEMENT 22.3.1―22.3.4―Using tangential lap splices = 76
• REINFORCEMENT 23―Maximum number of bars n_max that can be accommodated in columns having bars arranged in a circle
• REINFORCEMENT 23.1.1―23.1.4―Using bearing splices = 80
• REINFORCEMENT 23.2.1―23.2.4―Using normal lap splices = 84
• REINFORCEMENT 23.3.1―23.3.4―Using tangential lap splices = 88
• SHEAR 1―Stirrup design requirements for nonprestressed beams with vertical stirrups and normal―weight concrete subjected to flexure and shear only = 94
• SHEAR 2―Diagram for selecting spacing of stirrups = 95
• SHEAR 3―Minimum beam height to provide embedment required for #6, #7, and #8 vertical stirrups with $$\eqalign&\cr&f_y^\cr}$$＝60,000 psi = 96
• SHEAR 4―Design shear strength V_s for U―stirrups
• SHEAR 4.1―$$\eqalign&\cr&f_y\cr$$＝40 ksi. = 97
• SHEAR 4.2―$$\eqalign&\cr&f_y\cr$$＝60 ksi. = 98
• SHEAR 5―Effective depth of footings and slabs required to provide perimeter shear strength
• SHEAR 5.1―Interior rectangular column（α_s＝40） for which β_c＝h／b ≤ 2. = 99
• SHEAR 5.2―Interior circular column（α_s＝40） = 100
• SHEAR 6―Maximum nominal torsional moment T_n that may be neglected（ACI―318―95 Section 11.6.1） and maximum nominal torsional moment T_n required for statically indeterminate torsion（ACI 318―95 Section 11.6.2） = 101
• SHEAR 7.1―Values of K_vs（k／in.） And K_vc（kips）
• SHEAR 7.1.1―$$\eqalign&\cr&f_c^\cr$$＝3,000 psi = 102
• SHEAR 7.1.2―$$\eqalign&\cr&f_c^\cr$$＝4,000 psi = 102
• SHEAR 7.1.3―$$\eqalign&\cr&f_c^\cr$$＝5,000 psi = 103
• SHEAR 7.1.4―$$\eqalign&\cr&f_c^\cr$$＝6,000 psi = 103
• SHEAR 7.2―Values of K_tcr（ft―k）
• SHEAR 7.2.1―$$\eqalign&\cr&f_c^\cr$$＝3,000 psi = 104
• SHEAR 7.2.2―$$\eqalign&\cr&f_c^\cr$$＝4,000 psi = 104
• SHEAR 7.2.3―$$\eqalign&\cr&f_c^\cr$$＝5,000 psi = 105
• SHEAR 7.2.4―$$\eqalign&\cr&f_c^\cr$$＝6,000 psi = 105
• SHEAR 7.3―Values of K_ts（ft―k／in.）
• SHEAR 7.3.1―$$\eqalign&\cr&f_yv}^\cr$$＝40,000 psi = 106
• SHEAR 7.3.2―$$\eqalign&\cr&f_yv}^\cr$$＝60,000 psi = 106
• SHEAR 7.4―Values of K_t（ft―k）
• SHEAR 7.4.1―$$\eqalign&\cr&f_c^\cr$$＝3,000 psi = 107
• SHEAR 7.4.2―$$\eqalign&\cr&f_c^\cr$$＝4,000 psi = 107
• SHEAR 7.4.3―$$\eqalign&\cr&f_c^\cr$$＝5,000 psi = 108
• SHEAR 7.4.4―$$\eqalign&\cr&f_c^\cr$$＝6,000 psi = 108
• DEFLECTION 1―Cracking moment M_cr
• DEFLECTION 1.1―For rectangular sections = 110
• DEFLECTION 1.2―For T or L sections with tension at the bottom（positive moment） = 111
• DEFLECTION 1.3―For T or L sections with tension at the top（negative moment）
• DEFLECTION 1.3.1―β_h＝0.1, 0.15, and 0.2 = 112
• DEFLECTION 1.3.2―β_h＝0.25, 0.30, and 0.40 = 113
• DEFLECTION 2―Cracked section moment of inertia I_cr for rectangular sections with tension reinforcement only = 114
• DEFLECTION 3―Gross moment of inertia for I_g of T―section = 115
• DEFLECTION 4―Cracked section moment of inertia I_cr for rectangular sections with compression steel, or T―sections（values of K_i2）
• DEFLECTION 4.1―For β_c from 0.1 through 0.9 = 116
• DEFLECTION 4.2―For β_c from 1.0 through 5.0 = 117
• DEFLECTION 5―Effective moment of inertia I_e
• DEFLECTION 5.1―（values of K_i3） = 118
• DEFLECTION 5.2―For rectangular sections with tension reinforcement only（values of K_i₃） = 119
• DEFLECTION 6.1―Coefficient K_a₃ and typical M_c formulas for calculating immediate deflection of flexural members = 120
• DEFLECTION 6.2―Coefficient K_a₁ for calculating immediate deflection of flexural members = 121
• DEFLECTION 7―Values of K_a₂ and $$\eqalign&\cr&\delta _c\cr$$ for use in a_c＝（K_a₂ $$\eqalign&\cr&\delta _c\cr}$$）（w／b）―（immediate deflection by the approximate method） = 122
• DEFLECTION 8―Creep and shrinkage deflection（additional long―time deflection） due to sustained loads = 123
• DEFLECTION 9―Modulus of elasticity E_c for various concrete strengths = 124
• COLUMNS 1―Slenderness ratios Kl_u／r and Kl_u／h below which effects of slenderness may be neglected for columns braced against sidesway = 126
• COLUMNS 2―Effective length factor k for columns in braced and nonbraced frames = 127
• COLUMNS 3―Factored K_c and K_s for computing flexural stiffness term（π²EI）
• 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 3.3―For circular spiral columns = 130
• COLUMNS 3.4―For square spiral columns = 131
• COLUMNS 4―Values of [（E_c I_g／2.5]10^―5 for computing flexural stiffness EI of cracked sections of rectangular and circular columns
• COLUMNS 4.1―$$\eqalign&\cr&f_c^\cr$$＝3 ksi = 132
• COLUMNS 4.2―$$\eqalign&\cr&f_c^\cr$$＝4 ksi = 133
• COLUMNS 4.3―$$\eqalign&\cr&f_c^\cr$$＝5 ksi = 134
• COLUMNS 4.4―$$\eqalign&\cr&f_c^\cr$$＝6 ksi = 135
• COLUMNS 4.5―$$\eqalign&\cr&f_c^\cr$$＝9 ksi = 136
• COLUMNS 4.6―$$\eqalign&\cr&f_c^\cr$$＝12 ksi = 137
• COLUMNS 5―Moment magnifier term $$\eqalign&\cr&\delta _ns\cr$$／C_m for columns
• COLUMNS 5.1―For rectangular tied columns and square columns with steel arranged in a circle―$$\eqalign&\cr&f_c^\cr}$$＝3 ksi = 138
• COLUMNS 5.2―For rectangular tied columns and square columns with steel arranged in a circle―$$\eqalign&\cr&f_c^\cr}$$＝4 ksi = 138
• COLUMNS 5.3―For rectangular tied columns and square columns with steel arranged in a circle―$$\eqalign&\cr&f_c^\cr}$$＝5 ksi = 139
• COLUMNS 5.4―For rectangular tied columns and square columns with steel arranged In a circle―$$\eqalign&\cr&f_c^\cr}$$＝6 ksi = 139
• COLUMNS 5.5―For rectangular tied columns and square columns with steel arranged in a circle―$$\eqalign&\cr&f_c^\cr}$$＝9 ksi = 140
• COLUMNS 5.6―For rectangular tied columns and square columns with steel arranged in a circle―$$\eqalign&\cr&f_c^\cr}$$＝12 ksi = 140
• COLUMNS 5.7―For circular columns―$$\eqalign&\cr&f_c^\cr$$＝3 ksi = 141
• COLUMNS 5.8―For circular columns―$$\eqalign&\cr&f_c^\cr$$＝4 ksi = 141
• COLUMNS 5.9―For circular columns―$$\eqalign&\cr&f_c^\cr$$＝5 ksi = 142
• COLUMNS 5.10―For circular columns―$$\eqalign&\cr&f_c^\cr$$＝6 ksi = 142
• COLUMNS 5.11―For circular columns―$$\eqalign&\cr&f_c^\cr$$＝9 ksi = 143
• COLUMNS 5.12―For circular columns―$$\eqalign&\cr&f_c^\cr$$＝12 ksi = 143
• COLUMNS 6―Values of γ for column cross sections
• COLUMNS 6.1―For #3 and #4 ties or spirals = 144
• COLUMNS 6.2―For #5 ties and spirals = 145
• COLUMNS 7―Nominal load―moment strength interaction diagram
• COLUMNS 7.1.1―R3―60.6 = 146
• COLUMNS 7.1.2―R3―60.7 = 147
• COLUMNS 7.1.3―R3―60.8 = 148
• COLUMNS 7.1.4―R3―60.9 = 149
• COLUMNS 7.2.1―R4―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―R5―60.6 = 154
• COLUMNS 7.3.2―R5―60.7 = 155
• COLUMNS 7.3.3―R5―60.8 = 156
• COLUMNS 7.3.4―R5―60.9 = 157
• COLUMNS 7.4.1―R6―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―R9―75.6 = 162
• COLUMNS 7.5.2―R9―75.7 = 163
• COLUMNS 7.5.3―R9―75.8 = 164
• COLUMNS 7.5.4―R9―75.9 = 165
• COLUMNS 7.6.1―R12―75.6 = 166
• COLUMNS 7.6.2―R12―75.7 = 167
• COLUMNS 7.6.3―R12―75.8 = 168
• COLUMNS 7.6.4―R12―75.9 = 169
• COLUMNS 7.7.1―L3―60.6 = 170
• COLUMNS 7.7.2―L3―60.7 = 171
• COLUMNS 7.7.3―L3―60.8 = 172
• COLUMNS 7.7.4―L3―60.9 = 173
• COLUMNS 7.8.1―L4―60.6 = 174
• COLUMNS 7.8.2―L4―60.7 = 175
• COLUMNS 7.8.3―L4―60.8 = 176
• COLUMNS 7.8.4―L4―60.9 = 177
• COLUMNS 7.9.1―L5―60.6 = 178
• COLUMNS 7.9.2―L5―60.7 = 179
• COLUMNS 7.9.3―L5―60.8 = 180
• COLUMNS 7.9.4―L5―60.9 = 181
• COLUMNS 7.10.1―L6―60.6 = 182
• COLUMNS 7.10.2―L6―60.7 = 183
• COLUMNS 7.10.3―L6―60.8 = 184
• COLUMNS 7.10.4―L6―60.9 = 185
• COLUMNS 7.11.1―L9―75.6 = 186
• COLUMNS 7.11.2―L9―75.7 = 187
• COLUMNS 7.11.3―L9―75.8 = 188
• COLUMNS 7.11.4―L9―75.9 = 189
• COLUMNS 7.12.1―L12―75.6 = 190
• COLUMNS 7.12.2―L12―75.7 = 191
• COLUMNS 7.12.3―L12―75.8 = 192
• COLUMNS 7.12.4―L12―75.9 = 193
• COLUMNS 7.13.1―C3―60.6 = 194
• COLUMNS 7.13.2―C3―60.7 = 195
• COLUMNS 7.13.3―C3―60.8 = 196
• COLUMNS 7.13.4―C3―60.9 = 197
• COLUMNS 7.14.1―C4―60.6 = 198
• COLUMNS 7.14.2―C4―60.7 = 199
• COLUMNS 7.14.3―C4―60.8 = 200
• COLUMNS 7.14.4―C4―60.9 = 201
• COLUMNS 7.15.1―C5―60.6. = 202
• COLUMNS 7.15.2―C5―60.7 = 203
• COLUMNS 7.15.3―C5―60.8 = 204
• COLUMNS 7.15.4―C5―60.9 = 205
• COLUMNS 7.16.1―C6―60.6 = 206
• COLUMNS 7.16.2―C6―60.7 = 207
• COLUMNS 7.16.3―C6―60.8 = 208
• COLUMNS 7.16.4―C6―60.9 = 209
• COLUMNS 7.17.1―C9―75.6 = 210
• COLUMNS 7.17.2―C9―75.7 = 211
• COLUMNS 7.17.3―C9―75.8 = 212
• COLUMNS 7.17.4―C9―75.9 = 213
• COLUMNS 7.18.1―C12―75.6 = 214
• COLUMNS 7.18.2―C12―75.7 = 215
• COLUMNS 7.18.3―C12―75.8 = 216
• COLUMNS 7.18.4―C12―75.9 = 217
• COLUMNS 7.19.1―S3―60.6 = 218
• COLUMNS 7.19.2―S3―60.7 = 219
• COLUMNS 7.19.3―S3―60.8 = 220
• COLUMNS 7.19.4―S3―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 7.20.4―S4―60.9 = 225
• COLUMNS 7.21.1―S5―60.6 = 226
• COLUMNS 7.21.2―S5―60.7 = 227
• COLUMNS 7.21.3―S5―60.8 = 228
• COLUMNS 7.21.4―S5―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―S9―75.9 = 237
• COLUMNS 7.24.1―S12―75.6 = 238
• COLUMNS 7.24.2―S12―75.7 = 239
• COLUMNS 7.24.3―S12―75.8 = 240
• COLUMNS 7.24.4―S12―75.9 = 241
• COLUMNS 8―Soultion to reciprocal load equation for biaxial bending―P_ni／A_g as a function of P_nx／A_g, P_ny／A_g, and P_o／A_g = 242
• COLUMNS 9―Solution to reciprocal load equation for biaxial bending―P_n／P_o as a function of P_nx／P_o, and P_ny／P_o = 243
• COLUMNS 10―Biaxial bending design constant β―For rectangular columns
• COLUMANS 10.1―With two bars on each of four faces = 244
• COLUMANS 10.2―With three bars on each of four faces = 244
• COLUMANS 10.3―With four or more bars on each of four faces = 245
• COLUMANS 10.4―With three, four, or five bars on each of two opposite faces = 245
• COLUMNS 11―Biaxial moment relationship = 246
• SLABS 1―Minimum slab thickness
• SLABS 1.1―Minimum thickness of slab without interior beams. = 248
• SLABS 1.2―Minimum slab thickness for deflection of slabs on beams, drop panels or bands
• SLABS 1.2.1―$$\eqalign&\cr&f_y\cr$$＝40,000 psi = 249
• SLABS 1.2.2―$$\eqalign&\cr&f_y\cr$$＝60,000 psi = 250
• SLABS 2―Factor α_f for calculating α = 251
• SLABS 3.1―Factor k₁for perimeter shear―Interior column = 252
• SLABS 3.2―Factor k₂'and k₃'for perimenter shear―Square interior column = 253
• SLABS 3.3―Factors k₂ and k₃（corrected from k₂' and k₃'） for perimeter shear―Non―square rectangular column = 254
• SLABS 3.4―Factor k₁ for perimeter shear―Square Edge column = 255
• SLABS 3.5―Factors k₂' and k₃' for perimeter shear―edge column = 256
• SLABS 3.6―Factor k₂（corrected from k₂'） for perimeter shear―Non―square rectangular edge column = 257
• SLABS 3.7―Factor k₃（corrected from k₃'） for perimeter shear―Non―square rectangular edge column = 258
• SLABS 3.8―Factor k₁ for perimeter shear―Comer column = 259
• SLABS 3.9―Factors k₂' and k₃' for perimeter shear―Square corner column = 260
• SLABS 3.10―Factors k₂ and k₃（corrected from k₂' and k₃'） for perimeter shear―Non―square rectangular corner column = 261
• SLABS 3.11―Correction factor K_v_a to be applied to effective slab depth for column（or capital） aspect ratios greater than 2.0 = 262
• TWO―WAY ACTION REINFORCEMENT 1―Maximum spacing of main reinforcement for two―way action slabs and plates for crack control = 263
• TWO―WAY ACTION REINFORCEMENT 2―Maximum tolerable crack widths（recommended by ACI Committee 224, Cracking, but not required by ACI 318―95） = 264
• TWO―WAY ACTION REINFORCEMENT 3―Crack widths as a function of grid index M₁in slabs and plates for any exposure condition（recommended by ACI Committee 224, Cracking, but not required by ACI 318―95） = 265
• SEISMIC 1―Probable moment strengths for beams = 268
• SEISMIC 2―Seismic design shear force, V_e for beams and columns = 269
• SEISMIC 3―Details of transverse reinforcement for beams and columns = 270
• SEISMIC 4―Volumetric ratio of spiral reinforcement P_s for concrete confinement = 271
• SEISMIC 5―Area ratio of rectilinear hoop reinforcement P_c for concrete confinement = 272
• SEISMIC 6―Joint shear V_x―x' in an interior beam―column joint = 273
• SEISMIC 7―Joint shear V_x―x' in an exterior beam―column joint = 274
• GENERAL 1.1―Moments in beams with fixed ends, ft―kips = 276
• GENERAL 1.2―Moments in beams with fixed ends, ft―kips = 277
• GENERAL 2.1―Properties of sections = 278
• GENERAL 2.2―Properties of sections = 279
• CONVERSION FACTORS = 280
• DESIGN EXAMPLES
• Flexure Design Examples
• 1―Determination of tension reinforcement area for rectangular beam subject to simple bending；no compression reinforcement = 284
• 2―Design of rectangular beam subject to simple bending；no compression reinforcement = 285
• 3―Selection of slab thickness and tension reinforcement for slab subject to simple bending；no compression reinforcement = 287
• 4―Selection of slab thickness and tension reinforcement for slab subject to simple bending；no compression reinforcement；given ρ＝0.5ρ_b or slab thickness = 289
• 5―Selection of slab thickness（for deflection control） and tension reinforcement for slab subject to simple bending；no compression reinforcement = 291
• 6―Determination of tension and compression reinforcement areas for rectangular beam subject to simple bending；compression reinforcement is found not to yield = 293
• Reinforcement Design Examples
• 1―For rectangular beam subject to bending, selection of reinforcement satisfying bar spacing and cover requirements and crack control provisions（using REINFORCEMENT 8.1, 8.2, or 11） = 296
• 2―For a one―way slab, verification that reinforcement satisfies spacing and cover requirements and crack control provisions（using REINFORCEMENT 16） = 298
• 3―For rectangular beam subject to simple bending, selection of reinforcement（found to require two layers） satisfying bar spacing and cover requirements and crack control provisions（verified using REINFORCEMENT 8.1） = 299
• 4―For rectangular beam subject to simple bending, selection of reinforcement satisfying bar spacing and cover requirements and crack control provisions（verified using REINFORCEMENT 11） = 301
• 5―Determination of maximum width of a beam reinforced with bundled bars satisfying crack control provisions = 302
• 6―Determination of development length required for positive―moment reinforcement in a continuous beam = 303
• 7―Determination of development length required for positive―moment reinforcement confined by stirrups = 304
• 8―Determination of development length required for negative―moment reinforcement = 305
• 9―Determination of splice length required for dowels in tension in the stem of a retaining wall = 306
• 10―Determination of development length required for bar ending in a standard 90―deg hook = 307
• Shear Design Examples
• 1―Design of beam for shear strength by method of ACI 318―95, Section 11.3.1 = 310
• 2―Determination of shear strength of concrete in beam by more detailed method of Section 11.3.2 = 312
• 3―Determination of shear strength of concrete in beam by method of ACI 318―95, Section 11.3.1, and more detailed method of Section 11.3.2 = 313
• 4―Selection of size and spacing of vertical stirrups（minimum stirrups required） = 314
• 5―Design of vertical stirrups for beam for which shear diagram is triangular = 316
• 6―Design of vertical stirrups for beam for which shear diagram is trapezoidal and triangular = 319
• 7―Design of inclined stirrups for beam for which shear diagram is triangular = 321
• 8―Determination of thickness of slab（or footing） required to provide perimeter shear strength（square） = 323
• 9―Determination of thickness of slab（or footing） required to provide perimeter shear strength（circular） = 324
• 10―Design of T―section for torsion = 325
• 11―Design of spandrel beam for torsion = 326
• 12―Design of T―section for torsion and flexural shear reinforcement = 327
• 13―Design of bracket in which provision is made to prevent development of horizontal tensile force（N_uc ＝ 0） = 330
• 14―Design of bracket in which there is a horizontal tensile force N_uc = 332
• 15―Design for shear and equilibrium torsion = 334
• 16―Design for shear and equilibrium torsion = 336
• 17―Design for shear and compatibility torsion = 338
• 18―Design for shear and compatibility torsion = 340
• Footing Design Examples
• 1―Design of a continuous（wall） footing = 344
• 2―Design of a square spread footing = 346
• 3―Design of a rectangular spread footing = 349
• 4―Design of a pile cap = 352
• Deflection Design Examples
• 1―Effective moment of inertia for a rectangular section with tension reinforcement = 356
• 2―Deflection of a simple span, rectangular beam with tension reinforcement = 357
• 3―Moment of inertia of a cracked T―section with tension reinforcement = 358
• 4―Moment of inertia of a cracked section with tension and compression reinforcement = 359
• 5―Live load deflection of a continuous beam = 360
• 6―Simplified method for approximate calculation of deflection = 362
• 7―Effective moment of inertia of a rectangular beam with tension reinforcement = 363
• 8―Cracking moment for T―section = 364
• Column Design Examples
• 1―Required area of steel for a rectangular tied column with bars on four faces（slenderness ratio found to be below critical value） = 366
• 2―For a specified reinforcement ratio, selection of a column section size for a rectangular tied column with bars on end faces only = 368
• 3―Selection of reinforcement for a square spiral column with reverse curvature（slenderness ratio found to be below critical value） = 369
• 4―Design of square column section subject to biaxial bending using resultant moment = 371
• 5―Design of circular spiral column section subject to very small design moment = 373
• 6―Selection of reinforcement for a rectangular tied column with bars on four faces（slenderness ratio found to be above critical value） = 375
• 7―Selection of reinforcement for a square spiral column with single curvature（slenderness ratio found to be above critical value） = 379
• 8―Determination of moment magnification factors δ_s for each column and δ_s for each level and required reinforcement ratio p_g for columns in the first two stories of an unbraced frame = 382
• 9―Determination of adequacy of square tied column section to biaxial bending, using reciprocal load method with 1／P_ni equation = 391
• 10―Determination of adequacy of square tied column section subject to biaxial bending, using load contour method and COLUMNS 10 and 11 = 393
• Two―Way Slab Design Examples
• 1―Two―way slab without beams, designed according to Direct Design Method = 396
• 2―Reinforcement spacing for crack control in panel of uniformly loaded two―way slab for severe environment = 417
• Seismic Design Examples
• 1―Adequacy of beam flexural design for seismic requirements = 420
• 2―Design of transverse reinforcement for potential hinge regions of an earthquake resistant beam = 421
• 3―Design of an earthquake resistant column = 423
• 4―Shear strength of a monolithic beam―column joint = 426
• COMMENTARY
• Commentary on Design Aids for Strength of Members in Flexure = 430
• Commentary on Reinforcement Design Aids = 438
• Commentary on Design Aids for Shear Strength of Beams and Slabs = 453
• Commentary on Design Aids for Columns = 458
• Commentary on Design Aids for Deflection Control = 470
• Commentary on Slab Design Aids = 476
• Commentary on Two―Way Action Reinforcement = 479
• Commentary on Seismic Design Aids = 481