Tabel Lentur

1. FLEXURE
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

2. FLEXURE 1 - Reinforcement ratios and an for quick approximate design of
rectangularbeams with no compression reinforcement
IK
Reference: AC1 318-95 Sections 9.3.2, 10.2. 10.3.1-10.3.3, and 10.5.1 and AC1 318R-95 Section 10.3.1
A, = -where M,,is in kip-fì and d in in.M"
and
f,(1 - ;)U" =
12,000
0.89f,
a an = -12,000
= 0.89 (which is a gpical value)
- 3 8> 200 0.75ß, (0.85f.:) [ 87,000 1, preferred p G 0 . 5 ~ ~ ~
87,000 + f,.pml"- -- -7 P,, =
f I, f
f, = 40,000 psi
a,
Pmtn
preferred p
Pmax
f, = 60,000 psi
a,
Pmm
preferred p
Pmax
f, = 75,000 psi
a,
Pmin
preferred p
Pmax
3,000 psi
13, = 0.85
2.97
0.0050
0.0139
0.0278
4.45
0.0033
0.0080
0.0160
5.56
0.0027
0.0058
0.0116
4,000 psi
ß, = 0.85
2.97
0.0050
0.0186
0.0371
4.45
0.0033
0.0107
0.0214
5.56
0.0027
0.0078
0.0155
5,000 psi
ß1= 0.80
2.97
0.0053
0.0218
0.0437
4.45
0.0035
0.0126
0.0252
5.56
0.0028
0.0091
0.0183
6,000 psi
ß, = 0.75
2.97
0.0058
0.0246
0.0491
4.45
0.0039
0.0141
0.0283
5.56
0.0031
0.0103
0.0205
For use of this Design Aid, see Flexure Example I
5Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

3. FLEXURE 2.1 - Nominal strength coefficientsfor design of rectangularbeams
with tension reinforcement only, f,' = 3000 psi
Reference: AC1 318-95 Sections 9.3.2, 10.2, and 10.3.1-10.3.3 and AC1 318R-95 Section 10.3.1
M, 2 Mu/$
M, = K,F, ft-kips
cfd = 1.18(0/ß
d d = ß,(c/d)
where K, = f,'oj,
0 = PfJf;
Also, M, = Asda,, (A, in in.')
where a, = fyj,/12.000
ßI = 0.85
J, = 1 - (d2d)
and F = bd2/12,000 (from FLEXURE 5) = 1 - ~ / 1 . 7
f = 3000 psi
f, = 40,000 psi f, = 60,000 psi f, = 75,000 psi
o P' P' a, P' a, c/d dd J"
0.020
0.030
0.040
0.050
0.060
0.070
0.080
0.090
0.100
0.110
0.120
O.130
0.140
0.150
0.160
O.170
0.180
0.190
0.200
0.210
0.220
0.230
0.240
0.250
0.260
0.270
0.280
0.290
0.300
0.31O
0.320
0.330
0.340
0.350
0.360
59
88
117
146
174
201
229
256
282
309
335
360
385
41O
435
459
483
506
529
552
575
597
618
640
661
681
702
722
741
760
n9
798
816
034
851
0.0015 3.29 0.0010 4.94 O.OOO8 6.18
0.0023 3.27 0.0015 4.91 0.0012 6.14
0.0030 3.25 0.0020 4.88 0.0016 6.10
0.0038 3.24 0.0025 4.85 0.0020 6.07
0.0045 3.22 0.0030 4.82 0.0024 6.03
0.0053
0.0060
0.0068
0.0075
0.0083
O.Oo90
0.0097
0.0105
0.0113
0.0120
0.0128
0.0135
0.0143
0.0150
0.0158
0.0165
0.0173
0.0180
0.0188
0.0195
0.0203
0.0210
0.0218
0.0225
0.0233
0.0240
0.0248
0.0255
0.0263
0.0270
3.20
3.18
3.16
3.14
3.12
3.10
3.08
3.06
3.04
3.02
3.00
2.98
2.96
2.94
2.92
2.90
2.88
2.86
2.84
2.82
2.80
2.78
2.76
2.75
2.73
2.71
2.69
2.67
2.65
2.63
0.0035
O.Oo40
O.0045
0.0050
0.0055
0.0060
0.0065
0.0070
0.0075
0.0080
0.0085
0.0090
0.0095
0.0100
0.0105
0.011o
0.0115
0.0120
0.0125
0.0130
0.0135
0.0140
0.0145
0.0150
0.0155
0.0160
4.79
4.76
4.74
4.71
4.68
4.65
4.62
4.59
4.56
4.53
4.50
4.47
4.44
4.41
4.38
4.35
4.32
4.29
4.26
4.24
4.21
4.18
4.15
4.12
4.09
4.06
0.0028
0.0032
0.0036
O.Oo40
0.0044
0.0048
0.0052
0.0056
O.Oo60
O.O064
0.0068
0.0072
0.0076
0.0080
0.0084
0.0088
0.0092
0.0096
0.0100
0.0104
0.01O8
0.0112
0.0116
5.99
5.96
5.92
5.88
5.85
5.81
5.77
5.74
5.70
5.66
5.63
5.59
5.55
5.51
5.48
5.44
5.40
5.37
5.33
5.29
5.26
5.22
5.18
0.028
0.042
0.056
0.069
0.083
0.097
0.111
0.125
0.139
0.153
O.167
0.180
0.194
0.208
0.222
0.236
0.250
0.264
0.278
0.292
0.305
0.319
0.333
0.347
0.361
0.375
0.389
0.403
0.416
0.430
0.444
0.458
0.472
0.486
0.500
0.024
0.035
0.047
0.059
0.071
0.083
0.094
0.106
0.118
0.130
0.142
0.153
0.165
0.177
0.189
0.201
0.212
0.224
0.236
0.248
0.260
0.271
0.283
0.295
0.307
0.319
0.330
0.342
0.354
0.366
0.378
0.389
0.401
0.413
0.425
0.988
0.982
0.976
0.971
0.965
0.959
0.953
0.947
0.941
0.935
0,929
0.924
0.918
0.912
0.906
0.900
0.894
0.888
0.882
0.876
0.871
0.865
0.859
0.853
0.847
0.841
0.835
0.829
0.824
0.818
0.812
0.806
0.800
0.794
O.788
0.370 868 0.0278 2.61 0.514 0.437 0.782
Pmax 0.0278 0.0160 0.0116
* Values of p above light rule are less than pmin;p,,, = 38/fy 2 200/f, as provided in Section 10.5.1 of AC1 318-95
For use of this Design Aid, see Flexure Examples 1,2,3 and 4
6
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

4. FLEXURE 2.2 - Nominal strength coefficients for design of rectangular beams
with tension reinforcement only, fc = 4000 psi
Reference: AC1 318-95 Sections 9.3.2, 10.2, and 10.3.1-10.3.3 and AC1 318R-95 Section 10.3.1
M, 2 MJQ
M, = KF, ft-kips
c/d = l.18(O/ßl)
d d = ß,(c/d)
ßI = 0.85
J d j, = 1 - (d2d)
T = 1 - 0/1.7
where K, = f,'oj,
and F = bd2/12,000 (from FLEXURE 5 )
Also, M, = Asda,, (A, in in.')
where a, = fJ,/12,000
O = PfJf,'
f, = 40,000 psi f, = 60,000 psi f, = 75,000 psi
o K" P' an P' an P* a, C/d aid j,
0.020 79 0.0020 3.29 0.0013 4.94 0.0011 6.18
0.030
0.040
0.050
0.060
0.070
0.080
0.090
0.100
0.110
o.120
0.130
0.140
0.150
0.160
O.170
O.180
0.190
0.200
0.210
0.220
0.230
0.240
0.250
0.260
0.270
0.280
0.290
0.300
0.310
0.320
0.330
0.340
0.350
0.360
118
156
194
232
268
305
341
376
412
446
480
514
547
580
612
644
675
706
736
766
796
824
853
881
908
936
962
988
1014
1o39
1064
1o88
1112
1135
0.0030 3.27 0.0020 4.91 0.0016 6.14
O.oO40 3.25 0.0027 4.88 0.0021 6.10
0.0050 3.24 0.0033 4.85 0.0027 6.07
0.mo
0.0070
0.0080
O.Oo90
0.0100
0.011o
0.0120
0.0130
0.0140
0.0150
0.0160
0.0170
0.0180
0.0190
0.0200
0.021o
0.0220
0.0230
0.0240
0.0250
0.0260
0.0270
0.0280
0.0290
0.03oO
0.031o
0.0320
0.0330
0.0340
0.0350
0.0360
3.22
3.20
3.18
3.16
3.14
3.12
3.10
3.08
3.06
3.04
3.02
3.00
2.98
2.96
2.94
2.92
2.90
2.88
2.86
2.84
2.82
2.80
2.78
2.76
2.75
2.73
2.71
2.69
2.67
2.65
2.63
O.OO40
0.0047
0.0053
0.0060
0.0067
0.0073
0.0080
0.0087
0.0093
0.0100
0.0107
0.0113
0.0120
0.0127
0.0133
0.0140
0.0147
0.0153
0.0160
0.0167
0.0173
0.0180
0.0187
0.0193
0.0200
0.0207
0.0213
4.82
4.79
4.76
4.74
4.71
4.68
4.65
4.62
4.59
4.56
4.53
4.50
4.47
4.44
4.41
4.38
4.35
4.32
4.29
4.26
4.24
4.21
4.18
4.15
4.12
4.09
4.06
0.0032
0.0037
0.0043
0.0048
0.0053
0.0059
0.0064
0.0069
0.0075
0.0080
0.0085
0.0091
0.0096
0.0101
0.0107
0.0112
0.0117
0.0123
0.0128
0.0133
0.0139
0.0144
0.0149
0.0155
6.03
5.99
5.96
5.92
5.88
5.85
5.81
5.77
5.74
5.70
5.66
5.63
5.59
5.55
5.51
5.48
5.44
5.40
5.37
5.33
5.29
5.26
5.22
5.18
0.028
0.042
0.056
0.069
0.083
0.097
0.111
0.125
0.139
0.153
0.167
0.180
0.194
0.208
0.222
0.236
0.250
0.264
0.278
0.292
0.305
0.319
0.333
0.347
0.361
0.375
0.389
0.403
0.416
0.430
0.444
0.458
0.472
0.486
0.500
0.024
0.035
0.047
0.059
0.071
0.083
0.094
0.106
0.118
0.130
0.142
0.153
0.165
o.1n
0.189
0.201
0.212
0.224
0.236
0.248
0.260
0.271
0.283
0.295
0.307
0.319
0.330
0.342
0.354
0.366
0.378
0.389
0.401
0.413
0.425
0.988
0.982
0.976
0.971
0.965
0.959
0.953
0.947
0.941
0.935
0.929
0.924
0.918
0.912
0.906
0.900
0.894
0.888
0.882
0.876
0.871
0.865
0.859
0.853
0.847
0.841
0.835
0.829
0.824
0.818
0.812
0.806
0.800
0.794
0.788
0.370 1158 0.0370 2.61 0.514 0.437 0.782
Pm,, 0.0371 0.0214 0.0155
Values of p above light rule are less than pmtn;p,,, = 3fl/fv 2 2ûû/f, as provided in Section 10.5.1 of AC1 318-95
For use of this Design Aid, see FlexureExamples 1,2, 3 and 4
7
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

5. FLEXURE 2.3 - Nominal strength coefficients for design of
with tension reinforcement only, f: = 5000 psi
Reference: AC1 318-95 Sections 9.3.2, 10.2, and 10.3.1-10.3.3and AC1 3
M, 2 iVu/@
M, = K,,F,ft-kips
where K, = fcoj,
Jnd
--o = PfJff
and F = bd2/12,000 (from FLEXURE 5) T
Also, M, = Asda,, (A, in in.')
where a,, = fyj,,/12.000
rectangular beams
8R-95 Section 10.3.1
c/d = l.l8(0/ß,)
aid = ß,(c/d)
j, = 1 - (ai2d)
ß, = 0.80
= 1 - d1.7
ff = 5000 psi
f, = 40,000 psi f, = 60,000 psi f, = 75,000 psi
o K n P' an P' a, P' a, cld aid jn
0.020 99 0.0025 3.29 0.0017 4.94 0.0013 6.18 0.988
0.030
0.040
0.050
0.060
0.070
0.080
0.090
0.100
0.110
o.120
O.130
0.140
0.150
0.160
0.170
o.180
0.190
0.200
0.21o
0.220
0.230
0.240
0.250
0.260
0.270
0.280
0.290
0.300
0.31O
0.320
0.330
0.340
0.350
0.360
147 0.0038 3.27 0.0025 4.91 0.0020 6.14
195 0.0050 3.25 0.0033 4.88 0.0027 6.10
243 0.0063 3.24 0.0042 4.85 0.0033 6.07
289
336
381
426
471
514
558
600
642
684
725
765
805
844
882
920
958
994
1031
1066
1101
1136
1169
1203
1235
1267
I299
1330
1360
1390
1419
0.0075
0.0088
0.0100
0.0113
0.0125
0.0138
0.0150
0.0163
0.0175
0.0188
0.0200
0.0213
0.0225
0.0238
0.0250
0.0263
0.0275
0.0288
0.03oO
0.0313
0.0325
0.0338
0.0350
0.0363
0.0375
0.0388
0.O400
0.0413
0.0425
3.22
3.20
3.18
3.16
3.14
3.12
3.10
3.08
3.06
3.04
3.02
3.00
2.98
2.96
2.94
2.92
2.90
2.88
2.86
2.84
2.82
2.80
2.78
2.76
2.75
2.73
2.71
2.69
2.67
0.0050
0.0058
0.0067
0.0075
0.0083
0.0092
0.0100
0.0108
0.0117
0.0125
0.0133
0.0142
0.0150
0.0158
0.0167
0.0175
0.0183
0.0192
0.0200
0.0208
0.0217
0.0225
0.0233
0.0242
0.0250
4.82
4.79
4.76
4.74
4.71
4.68
4.65
4.62
4.59
4.56
4.53
4.50
4.47
4.44
4.41
4.38
4.35
4.32
4.29
4.26
4.24
4.21
4.18
4.15
4.12
O.Oo40
0.0047
0.0053
0.0060
0.0067
0.0073
0.0080
0.0087
0.0093
0.0100
0.0107
0.0113
0.0120
0.0127
0.0133
0.0140
0.0147
0.0153
0.0160
0.0167
0.0173
0.0180
6.03
5.99
5.96
5.92
5.88
5.85
5.81
5.77
5.74
5.70
5.66
5.63
5.59
5.55
5.51
5.48
5.44
5.40
5.37
5.33
5.29
5.26
0.030
0.044
0.059
0.074
0.089
0.103
0.118
0.133
0.147
0.162
0.177
0.192
0.206
0.221
0.236
0.251
0.266
0.280
0.295
0.31O
0.325
0.339
0.354
0.369
0.384
0.398
0.413
0.428
0.443
0.457
0.472
0.487
0.502
0.516
0.531
0.024
0.035
0.047
0.059
0.071
0.083
0.094
0.106
0.118
0.130
0.142
0.153
O.165
0.177
0.189
0.201
0.212
0.224
0.236
0.248
0.260
0.271
0.283
0.295
0.307
0.319
0.330
0.342
0.354
0.366
0.378
0.389
0.401
0.413
0.425
O.982
0.976
0.971
0.965
0.959
0.953
0.947
0.941
0.935
0.929
0.924
0.918
0.912
0.906
0.900
0.894
0.888
0.882
0.876
0.871
0.865
0.859
0.853
0.847
0.841
0.835
0.829
0.824
0.818
0.812
0.806
0.800
0.794
0.788
0.370 1447 0.546 0.437 0.782
0.0437 0.0183
Values of p above light nile are less than pmin;pmin= 3@q, 2 200/f,as provided in Section 10.5.1 of Ac1 318-95
For use of this Design Aid, see Flexure Examples 1,2,3 a d 48
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

6. FLEXURE 2.4 - Nominal strength coefficients for design of rectangular beams
with tension reinforcement only, fi = 6000 psi
Reference: AC1 318-95 Sections 9.3.2, 10.2, and 10.3.1-10.3.3and AC1 318R-95 Section 10.3.1
M, 2 AVu/@
M, = K,F, ft-kips
d d = i. 18(0/ßi )
d d = ß,(c/d)
ßI = 0.75
j, = i - (d2d)
= i - d1.7
where K, = f:oj,
and F = bd2/12,000(from FLEXURE 5)
Also, M, = A,da, (A, in in.')
where an = fyj,/i2.000
0 = P f J K
f: = 6000 psi
f, = 40,000 psi f, = 60,000 psi f, = 75,000 psi
o Kn P' a, P' a, P* a, c/d d d jn
0.020 119 0.0030 3.29 0.0020 4.94 0.0016 6.18 0.988
0.030
0.040
0.050
0.060
0.070
0.080
0.090
0.100
0.110
0.120
0.130
0.140
0.150
O.160
O.170
O.180
0.190
0.200
0.210
0.220
0.230
0.240
0.250
0.260
0.270
0.280
0.290
0.300
0.310
0.320
0.330
0.340
0.350
0.360
177 0.0045 3.27 0.0030 4.91 0.0024 6.14
234
291
347
403
457
511
565
617
669
720
771
821
870
918
966
1013
1059
1104
1149
1193
1237
1279
1321
1363
1403
1443
1482
1521
1559
1596
1632
1668
1703
0.0060
0.0075
0.0090
0.0105
0.0120
0.0135
0.0150
0.0165
0.0180
0.0195
0.021o
0.0225
0.0240
0.0255
0.0270
0.0285
0.0300
0.0315
0.0330
0.0345
0.0360
0.0375
0.0390
0.0405
0.0420
0.0435
0.0450
0.0465
0.0480
3.25
3.24
3.22
3.20
3.10
3.16
3.14
3.12
3.10
3.08
3.06
3.04
3.02
3.00
2.98
2.96
2.94
2.92
2.90
2.88
2.86
2.84
2.82
2.80
2.78
2.76
2.75
2.73
2.71
O.OO40
0.0050
0.0060
0.0070
0.0080
O.Oo90
0.0100
0.011o
0.0120
0.0130
0.0140
0.0150
0.0160
0.0170
0.0180
0.0190
0.0200
0.021o
0.0220
0.0230
0.0240
0.0250
0.0260
0.0270
0.0280
4.88
4.85
4.82
4.79
4.76
4.74
4.71
4.68
4.65
4.62
4.59
4.56
4.53
4.50
4.47
4.44
4.41
4.38
4.35
4.32
4.29
4.26
4.24
4.21
4.18
0.0032
O.OO40
0.0048
0.0056
0.0064
0.0072
0.0080
0.0088
0.0096
0.0104
0.0112
0.0120
0.0128
0.0136
0.0144
0.0152
0.0160
0.0168
0.0176
0.0184
0.0192
0.0200
6.10
6.07
6.03
5.99
5.96
5.92
5.88
5.85
5.81
5.77
5.74
5.70
5.66
5.63
5.59
5.55
5.51
5.48
5.44
5.40
5.37
5.33
0.031
0.047
0.063
0.079
0.094
0.110
0.126
0.142
0.157
0.173
o.189
0.205
0.220
0.236
0.252
0.267
0.283
0.299
0.315
0.330
0.346
0.362
0.378
0.393
0.409
0.425
0.441
0.456
0.472
0.488
0.503
0.519
0.535
0.551
0.566
0.024
0.035
0.047
0.059
0.071
0.083
0.094
0.106
0.118
0.130
0.142
0.153
O.165
o.1n
O.189
0.201
0.212
0.224
0.236
0.248
0.260
0.271
0.283
0.295
0.307
0.319
0.330
0.342
0.354
0.366
0.378
0.389
0.401
0.413
0.425
0.982
0.976
0.971
0.965
0.959
0.953
0.947
0.941
0.935
0.929
0.924
0.918
0.912
0.906
0.900
0.894
0.888
0.882
0.876
0.871
0.865
0.859
0.853
0.847
0.841
0.835
0.829
0.824
0.818
0.812
0.806
0.800
0.794
0.788
~ ~~
PIIlax 0.0491 0.0283 0.0205
Values of p above light rule are less than P,,,,~; p,,,,,, = 3fl/fy 2 200/f, as provided in Section 10.5.1 of ACI 318-95
For use of this Design Aid, see Flexure Examples 1,2,3 and 4
9Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

7. FLEXURE 3.1-Nominal strength coefficients for rectangular beams with compression
reinforcementin whichf', =fy, and for flanged sectionswith hf e a; f',= 3000 and 4000 psi.
Reference: AC1 318-95 Sections9.3.2, 10.2,and 10.3.1-10.3.4,and AC1 318R-95Section 10.3.1-10.3.3.
f:
4,
For a rectangular beam with
compression reinforcement in
whichfo, =f,:
3000
40,000 60,000 75,000
For a flanged section with h, 5 a:
Ml,2 = Asdanf.kip-ft
where A,f = Knjfbwhf/aIif,in.2
-
hfld
Kn,= -(0.85f' -b - 1)
ffd' 87,000
12,000 6,
(K,f from FLEXURE 3.3)
p - p' 2 0.85ß1 --
f y d 87,000 -f,
and Mn2 = As2d&,kip-ft
where a; = T2;;)oo(f .
i -$7
jf--
40,000
p - p' a;oranf
0.0013 3.30
0.0027 3.27
0.0040 3.23
0.0053 3.20
0.0067 3.17
0.0080 3.13
0.0094 3.10
0.0107 3.07
0.0120 3.03
0.0134 3.00
0.0147 2.97
0.0160 2.93
0.0174 2.90
0.0187 2.87
0.0201 2.83
0.0214 2.80
0.0227 2.77
0.0241 2.73
0.0254 2070
0.0267 2.67
0.0281 2.63
0.0294 2.60
0.0308 2.57
0.0321 2.53
0.0334 2.50
0.0348 2.47
0.0361 2.43
0.0374 2.40
0.0388 2.37
0.0401 2.33
4000
60,000
p-p' a;ora,,f
0.0016 4.95
0.0031 4.90
0.0047 4.85
0.0062 4.80
0.0078 4.75
0.0093 4.70
0.0109 4.65
0.0124 4.60
0.0140 4.55
0.0155 4.50
0.0171 4.45
0.0186 4.40
0.0202 4.35
0.0217 4.30
0.0233 4.25
0.0248 4.20
0.0264 4.15
0.0279 4.10
4.05
4.00
3.95
3.90
3.85
3.80
3.75
3.70
3.65
3.60
3.55
3.50
d'id
0.15 I 0.0150 2.83 I 0.0175 4.25 I 5.31
0.16 I 0.0160 2.80 I 0.0186 4.20 I 5.25
p -p' a;oranf p - p' a;orald p - p' a;orald
0.02
0.03
0.04
0.05
0.06
0.07
0.08
0.09
0.10
0.11
0.12
0.13
0.14
0.20 I 0.0201 2.67 I 4.00 I 5.00
0.21 I 0.0211 2.63 I 3.95 I 4.94
0.0020 3.27 0.0023 4.90 0.0042 6.13
0.0030 3.23 0.0035 4.85 0.0063 6.06
0.0040 3.20 0.0047 4.80 0.0084 6.00
0.0050 3.17 0.0058 4.75 0.0105 5.94
0.0060 3.13 0.0070 4.70 0.0126 5.88
0.0070 3.10 0.0081 4.65 0.0147 5.81
0.0080 3.07 0.0093 4.60 5.75
0.0090 3.03 0.0105 4.55 5.69
0.0100 3.00 0.0116 4.50 5.63
0.0110 2.97 0.0128 4.45 5.56
0.0120 2.93 0.0140 4.40 5.50
0.0130 2.90 0.0151 4.35 5.44
0.0140 2.87 0.0163 4.30 5.38
0.17
0.18
0.19
0.28 0.0281 2.40
0.29 0.0291 2.37
0.30 I0.0301 2.33 I
0.0171 2.77 0.0198 4.15 5.19
0.0181 2.73 0.0210 4.10 5.13
0.0191 2.70 4.05 5.06
;:::I3.50
0.22
0.23
0.24
0.25
0.26
0.27
4.50
4.44
4.37
0.0221 2.60 3.90 4.88
0.0231 2.57 3.85 4.81
0.0241 2.53 3.80 4.75
0.0251 2.50 3.75 4.69
0.0261 2.47 3.70 4.63
0.0271 2.43 3.65 4.56
0.31
0.32
0.33
0.34
0.35
0.36
a:::::0.0331
0.0341 2.20
0.0351 2.17
0.0361 2.13 3.20
4.12
4.00
0.37 I 0.0371 2.10 I 3.15 I 3.94
For use of this Design Aid, see Flexure Example 6
0.0415 2.30
0.0428 2.27
0.0441 2.23
0.0455 2.20
3.45
3.40
3.35
3.30
0.0468 2.17 i !:2:
0.0481 2.13
0.0495 2.10
75.000~~~
p - p' a;ora"f
0.0028 6.19
0.0056 6.13
0.0084 6.06
0.0112 6.00
0.0140 5.94
0.0168 5.88
0.0196 5.81
5.75
5.69
5.63
5.56
5.50
5.44
5.38
5.31
5.25
5.19
5.13
5.06
5.00
4.94
4.88
4.8i
4.75
4.69
4.63
4.56
4.50
4.44
4.37
4.31
4.25
4.19
4.12
4.06
4.00
3.94
0.62 0.69
0.64 0.68
0.66 0.67
0.68 0.66
0.70 0.65
0.72 0.64
0.74 0.63
10Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

8. FLEXURE 3.2-Nominal strength coefficients for rectangular beams with compression
reinforcement in whichf’, =fy and for flangedsections with h, <a; fi = 5000 and 6000 psi.
Reference:AC1 318-95Sections9.3.2, 10.2,and 10.3.1-10.3.4,and AC1 318R-95 Section 10.3.1-10.3.3.
0.0372 2.63
0.0389 2.60
0.0407 2.57
0.0425 2.53
0.0443 2.50
0.0460 2.47
0.0478 2.43
0.0496 2.40
0.0513 2.37
0.0531 2.33
0.0549 2.30
0.0566 2.27
0.0584 2.23
0.0602 2.20
0.0620 2.17
0.0637 2.13
0.0655 2.10
For a rectangular beam with
compression reinforcement in
whichf: =fyf
For a flanged section with hf ea:
M1,2=A,Pa,f, kip-ft
where ASf=K,,-jfb,hf/%f, in.2
p - p’2 0.85ß,-0 87,000
6.d 87,000-6.
and MI,~= A,,d&, kip-ft
where $=
(Knffrom FLEXURE 3.3)
T
a,, = A(I -2)12,000
3.95 4.94
3.90 4.88
3.85 4.81
3.80 4.75
3.75 4.69
3.70 4.63
3.65 4.56
3.60 4.50
3.55 4.44
3.50 4.37
3.45 4.31
3.40 4.25
3.35 4.19
3.30 4.12
3.25 4.06
3.20 4.00
3.15 3.94
L WL b or b W J
jf=1 - h/2d
As =As, +Asf
rf: 6000
40,000 60,000 75,000
5000
60,000
p - p‘ a;ornnf
0.0018 4.95
0.0037 4.90
0.0055 4.85
O.OM3 4.80
0.0091 4.75
75,00040,000
p - p’ a;oranf
0.0016 3.30
0.0031 3.27
0.0047 3.23
0.0063 3.20
0.0079 3.17
hØd I Jf
0.02 0.99
0.04 0.98
0.06 0.97
0.08 0.96
0.10 0.95
0.12 0.94
0.14 0.93
0.16 0.92
0.18 0.91
p - p’ a;oranf
0.0033 6.19
0.0066 6.13
0.0099 6.06
0.0131 6.00
0.0164 5.94
0.0197 5.88
0.0230 5.81
5.75
5.69
5.63
5.56
5.50
5.44
5.38
5.31
5.25
5.19
5.13
5.06
5.00
P - P‘
0.0018
0.0035
0.0053
0.0071
0.0089
a; or anf
4.95
4.90
4.85
4.80
4.75
0.01
0.02
0.03
0.04
0.05 0.0185
4.60 5.75
4.55 5.69
4.50 5.63
0.06
0.07
0.08
0.09
0.10
0.0094 3.13
0.0110 3.10
0.0126 3.07
0.0142 3.03
0.0157 3.00
~
0.0110 4.70
0.0128 4.65
0.0146 4.60
0.0164 4.55
0.0183 4.50 0.20 0.90
0.22 0.890.11
0.12
0.13
0.14
0.15
0.0173 2.97
0.0189 2.93
0.0205 2.90
0.0220 2.87
0.0236 2.83
~
0.0201 4.45
0.0219 4.40
0.0237 4.35
0.0256 4.30
0.0274 4.25
5.56
5.50
5.44
5.38
5.31
5.25
5.19
5.13
5.06
5.00
-
0.0195
0.0212
0.0230
0.0248
0.0266
0.0283
0.0301
0.0319
0.0336
0.0354
0.24 0.88
0.26 0.87
0.28 0.86
0.30 0.85
0.32 0.84
0.34 0.83
0.36 0.82
0.38 0.81
0.40 0.80
0.42 0.79
0.44 0.78
0.46 0.77
0.48 0.76
0.50 0.75
0.52 0.74
0.54 0.73
0.56 0.72
0.58 0.71
0.60 0.70
0.62 0.69
0.64 0.68
0.66 0.67
0.68 0.66
0.70 0.65
0.16
0.17
0.18
0.19
0.20
0.0252 2.80
0.0267 2.77
0.0283 2.73
0.0299 2.70
0.0315 2.67
-
0.0292 4.20
0.0310 4.15
0.0329 4.10
4.05
4.00
4.15
4.10
4.00
0.21
0.22
0.23
0.24
0.25
0.0330 2.63
0.0346 2.60
0.0362 2.57
0.0378 2.53
0.0393 2.50
3.95
3.90
3.85
3.80
3.75
4.94
4.88
4.81
4.75
4.69
0.0409 2.47
0.0425 2.43
0.0441 2.40
0.0456 2.37
0.0472 2.33
3.70
3.65
3.60
3.55
3.50
4.63
4.56
4.50
4.44
4.37
0.26
0.27
0.28
0.29
0.30
0.31
0.32
0.33
0.34
0.35
0.36
0.37
For use o
3.45
3.40
3.35
3.30
3.25
3.20
0.0488 2.30
0.0503 2.27
0.0519 2.23
0.0535 2.20
0.0551 2.17
0.0566 2.13
0.0582 2.10
his Design Aid, sec
4.31
4.25
4.19
4.12
4.06
4.00
3.94
0.72 0.64
0.74 0.633.15
lexure Example 6
11Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

9. FLEXURE 3.3 - Coefficient K,, for use in computing A,, for a flanged section with
h, e a
Reference: AC1 318-95 Sections 9.3.2, 10.2,and 10.3.1-10.3.4 and AC1 318R-95 Section 10.3.1-10.3.3
I %
j, = I - hJ2d.
and a", = LIl- Hj12.000
(if and s,from FLEXURE 3.1 and 3.2)
bb,
2.0
2.2
2.4
2.6
28
3.0
3.2
3.4
3.6
38
4.0
4.2
4.4
4.6
48
5.0
5.2
5.4
5.6
58
6.0
6.2
6.4
6.6
6.8
7.0
7.2
7.4
7.6
78
8.0
82
8.4
8.6
8.8
9.0
9.2
9.4
. 9.6
9.8
10.0
f: ,psi
m 4Mx) 5Ooo 600
0.213 0.283 0.354 0.425
0.255 0.340 0.425 0.510
0.298 0.397 0.496 0.595
0.340 0.453 0.567 0.680
0.383 0.510 0.638 0.765
0.425 0.567 0.708 0.850
0.468 0.623 0.779 0.535
0.510 0.680 0.850 1.o20
0.553 0.737 0.921 1.105
0.595 0.793 0.992 1.1%
0.638 0.850 1.ow 1.275
0.680 0.907 1.133 1.360
0.723 0.963 1.204 1.445
0.765 1.o20 1.275 1.530
O 808 i.on 1.346 1.615
0.850 1.133 1.417 1.700
0.893 1.190 1.488 1.785
0.935 1.247 1.558 1.mo
0.978 1.303 1.629 1.955
1 O20 1.%o 1.700 2.040
1.063 1.417 1.n1 2.125
1.105 1.473 1.842 2210
1 . 1 4 1.530 1.913 2.295
1.193 1.587 1.983 2.380
1 233 1.643 2.054 2.465
1.275 1.700 2.125 2.550
1.318 1.757 2.196 2.635
1.360 1.813 2.267 2.720
1.403 1.870 2.338 2.805
1.445 1.927 2.408 2.890
1.488 1.983 2479 2.975
1.m 2.040 2.550 3.060
1.573 2.097 2.621 3.145
1.615 2.153 2.692 3.230
1.658 2.210 2.763 3.315
1.700 2267 2.833 3.400
1 743 2.323 2.904 3.485
I 785 2.380 2.975 3.570
1.828 2.437 3.048 3.655
1870 2.493 3.117 3.740
1912 2.550 3.187 3.825
12Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

10. FLEXURE4 -Nominal strengthh& forcompression reinforcementin which
Reference:ACI 318-95Sections9.36,10.2,and 10.3.1-10.3.4and ACI 318R-95Section 10.3.1-10.33
f:=fy
13
12
11
10
9 -
8 -
7 -
6 -
5 -
4 -
3 -
2 -
1 -
0 -
Note: To take into accountthe effect of the displaced concrete,multiplythe value of A:
obtained from the graphby f>/(fy - 0.85f: ).
9
-
- 8
-
7
-
6
5
4
3
2
1
O -
12 16 20 24 28 32 36 40 44 48 52 56
(dd'), in.
For use of thisDesignAid, see FlexureExample 6
13Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

11. FLEXURE 5 - Coefficient F for use in calculating nominal strengths M,, Mnl,
and M,,
42.0
1.088
1.106
1.126
1.148
1.172
1.197
1.224
1.253
1.284
1.316
1.350
1.386
1.424
1.463
1.504
1.547
1.592
1.638
1.686
1.736
1.788
1.841
1.896
1.953
1.01
1.07
1.13
1.20
1.26
1.40
1.54
1.69
1.85
2.02
2.19
2.37
2.55
2.74
2.94
3.15
3.36
3.58
3.81
4.05
4.54
5.05
5.60
6.17
6.78
7.41
8.06
8.75
9.46
10.2
11.0
11.8
12.6
14.3
162
18.1
M, (or M,, or M,,J = K,F
where M, 2 Mu/$, K, is from FLEXURE 2, and F = bd'/l2000
48.0
0.1w
0.121
0.144
0.169
0.1%
0.225
0.2%
0.28s
0.324
0.361
0 . m
0.441
0.484
0.525
0.57E
0.62
0.67€
0.72s
0.784
0.841
0.m
0.961
1.02
1.09
1.16
1.23
1.30
1.37
1.44
1.60
1.76
1.94
2.12
2.30
2.50
2.70
2.92
3.14
3.36
3.60
3.84
4.10
4.36
4.62
5.18
5.78
6.40
7.06
7.74
8.46
9.22
10.0
10.0
11.7
12.5
13.5
14.4
16.4
18.5
20.7
-
d
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
1o.c
10.5
11.c
11.5
12.c
12.1
13.C
13.5
14.C
145
15.c
15.:
16.C
16.5
17.C
17.:
18S
18.:
19.(
20.(
21.c
22.c
23.í
24S
251
26.(
TI.(
a.(
29S
30.(
31.i
32.(
33.1
34.1
36s
38s
40s
42.1
44s
46.(
48.l
50.1
52.t
54.i
56.i
58)
60.1
64.i
68.
72!
-
-
,028
.O33
,039
,045
.O52
.o59
,066
,074
.O83
'.O92
,101
8.111
1.121
1.132
1.143
1.155
1.167
1.180
1.193
1.206
1.220
1.235
1.250
1.265
1.281
1297
1.314
1.331
1.367
1.404
1.444
1.485
1.528
1.573
1.620
1.668
1.719
1.771
1.825
1.881
1.939
1.998
1.06
1.19
1.32
1.47
1.62
1.77
1.94
2.11
2.29
2.48
2.67
2.87
3.30
3.75
4.24
4.75
3.08
-4.0
0.WE
0.01c
0.012
0.014
0.01E
0.015
0.021
0.024
0.027
0.03C
0.03:
0.037
0.04(
0.W
0.W
0.05:
0.05f
0.06:
0.06t
0.07(
0.07t
0.08(
0.08t
0.09'
-
0.030 0.033 0.038 0.043
0.036 0.039 0.045 0.051
0.042 0.046 0.053 0.060
0.049 0.053 0.061 0.069
0.056 0.061 0.070 0.080
0.0640.069 0.080 0.091
0.072 0.078 0.0900.102
0.081 0.0880.101 0.115
0.0900.098 0.113 0.128
0.100 0.108 0.125 0.142
0,110 0.119 0.13 0.156
0.121 0.131 0.151 0.171
0.132 0.143 0.165 0.187
0.144 0.156 0.180 0.204
0.156 0.169 0.195 0.221
0.169 0.183 0.211 0.239
0.182 0.197 0.228 0.258
0.196 0.212 0.245 0.278
0.210 0.228 0.263 0.298
0.225 0.244 0.281 0.319
0.240 0.2w 0.300 0.340
0.256 0.m0.320 0.363
0.272 0.295 0.340 0.386
0.289 0.313 0.361 0.409
0.306 0.332 0.383 0.434
0.324 0.351 0.405 0.459
0.342 0.371 0.428 0.485
0.361 0.391 0.451 0.511
0.400 0.433 0.500 0.567
0.441 0.478 0.551 0.625
0.484 0.524 0.605 0.686
0.529 0.573 0.661 0.749
0.576 0.624 0.720 0.816
0.625 0.677 0.781 0.885
0.676 0.732 0.845 0.958
0.729 0.790 0.911 1.03
0.784 0.849 0.980 1.11
0.841 0.911 1.05 1.19
0.900 0.975 1.13 1.28
0.961 1.04 1.20 1.36
1.02 1.11 1.28 1.45
1.09 1.18 1.36 1.54
1.16 1.25 1.45 1.64
1.30 1.40 1.62 1.84
1.44 1.56 1.81 2.05
1.60 1.73 2.00 2.27
1.76 1.91 2.21 2.50
1.94 2.10 2.42 2.74
2.12 2.29 2.65 3.00
2.30 2.50 2.88 3.26
2.50 2.71 3.13 3.54
2.70 2.93 3.38 3.83
2.92 3.16 3.65 4.13
3.14 3.40 3.92 4.44
3.60 3.90 4.50 5.10
4.10 4.44 5.12 5.80
4.62 5.01 5.78 6.55
5.18 5.62 6.48 7.34
3.36 3.64 4.21 4.77
-
5.0
.01c
.o1c
,015
.01E
'.02C
,025
1.027
.03(
1.03
1.03
1.04;
1!04f
l.05(
1.051
l.06(
1.06:
i.07(
1.071
1.08;
1.081
1.09'
i.1a
1.10;
1.11:
i.12(
1.121
1.13!
1.14
1.053
1.063
1.074
1.086
1.098
1.112
1.142
1.158
1.175
1.193
1.212
1.231
1.252
1.273
1.296
1.319
1.343
1.368
1.394
1.420
1.448
1.476
1.506
1.536
1.567
1.599
1.632
1.700
1.772
1.847
1.926
1.01
1.09
1.18
1.28
1.37
1.47
1.58
1.68
1.79
1.91
2.02
2.27
1.126
2.53
2.80
3.09
3.39
3.70
4.38
4.73
5.10
5.49
5.89
6.30
8.09
9.07
4.03
7.17
-
6.0
.aia
.o15
.o21
.02E
.02E
,032
.03E
,041
,045
.05(
.05E
1.061
.06z
1.07:
i.07t
1.08:
1.09'
I.09t
1.10:
1.11:
i.12(
1.121
i.13f
i.14t
1.15:
1.16;
1.17'
1.18'
1.m
1.22.
1.24:
-
0.058 0.063 0.076
0.069 0.075 0.090
0.081 0.088 0.106
0.094 0.102 0.123
0.108 0.117 0.141
0.123 0.133 0.160
0.155 0.169 0.203
0.173 0.188 0.226
0.192 0.208 0.250
O211 0.230 0.276
0.232 0.252 0.303
0.253 0.276 0.331
0.276 0.300 0.360
0.299 0.326 0.391
0.324 0.352 0.423
0.349 0.380 0.456
0.376 0.408 0.490
0.403 0.43 0.526
0.431 0.469 0.563
0.460 0.501 0.601
0.491 0.533 0.640
0.522 0.567 0.681
0.554 0.602 0.723
0.587 0.638 0.766
0.621 0.675 0.810
0.656 0.713 0.856
0.692 0.752 0.903
0.767 0.833 1.00
0.845 0.919 1.10
0.928 1.01 1.21
1.01 1.10 1.32
1.10 t.20 1.44
1.20 1.30 1.56
1.30 1.41 1.69
1.40 1.52 1.82
1.50 1.63 1.96
1.61 1.75 2.10
1.73 1.88 2.25
1.84 2.00 2.40
1.96 213 2.56
2.09 2.27 2.72
2.22 241 2.89
2.48 270 3.24
0.138 0.151 o.ta1
277 901 3.61
3.07 3.33 4.00
3.38 3.68 4.41
3.71 4.03 4.84
4.06 4.41 5.29
4.79 521 6.25
5.18 5.63 6.76
5.59 6.08 7.29
6.01 6.53 7.84
6.45 7.01 8.41
6.90 7.50 9.W
8.86 9.63 11.6
9.94 10.8 13.0
4.42 4.80 5.76
7.85 a s 10.2
-
7.0
.O15
,018
,021
,025
.O29
.O33
,037
,042
'.o47
.O53
1.058
'.o64
1.071
1.077
1.084
1.091
1.099
1.106
1.114
1.123
1.131
1.140
1.149
1.159
1.169
1.179
1.189
1.200
1.211
1.233
1.257
1.282
1.309
1.336
1.365
1.394
-
1.363
1.397
1.432
1.469
3.507
3.547
3.588
3.631
3.675
0.721
0.768
0.817
0.867
0.972
1.08
1.20
1.32
-
L L
O16
o19
023
026
031
035
O40
045
O51
056
063
069
076
083
O90
098
106
114
123
131
141
150
160
170
181
191
203
214
226
250
27E
303
331
36c
391
42:
.a
49c
52€
56:
0.383 0.403
0.419 0.441
0.456 0.480
0.495 0.521
0.535 0.563
0.577 0.608
0.621 0.653
0.666 0.701
0.713 0.7%
0.761 0.801
0.811 0.88
0.862 0.W
0.915 0.W
1.03 1.08
1.14 1.20
1.27 1.33
1.40 1.47
1.53 1.61
-E
017
020
024
028
.O33
.O38
.o43
.o48
.O54
.o60
,067
.O74
.O81
.O88
.O%
.lo4
,112
.12í
,131
.la
.1x
.16c
.171
,182
.19:
1.204
'.21C
1.22E
1.241
1.26i
1.29
1.32:
1.35:
i.3W
1.41;
1.45'
1.a
1.52:
1.56'
1.60(
1.64'
1.a
1.72i
1.77
b
1.0( 12.01 13.0) 15.0) 17.0
,02310.0251 0.0271 0.031I0.035
-19.0
,040
.o48
.O57
.O67
.O78
.O89
'.lo1
,114
1.128
1.143
1.158
1.175
1.192
1.209
1.228
1.247
1.268
1.289
1.310
1.333
1.356
1.380
1.405
1.431
1.458
1.485
1.513
1.542
1.572
1.633
1.698
1.766
1.838
1.912
1.9W
1.O7
1.15
1.24
1.33
1.43
1.52
1.62
:.72
1.83
2.05
2.29
2.53
2.79
3.07
3.35
3.65
3.96
4.28
4.62
4.97
5.33
6.49
7.32
8.21
5.7~
-
:.O 23.0 I25.0 I30.0
i044 0.0480.052 0.063
-
E
,075
.091
.108
8.127
1.147
1.169
1.192
1.2í7
1.243
1.271
1.300
1.331
1.363
1.397
1.432
1.469
1.507
1.547
1.588
1.631
1.675
1.721
1.768
1.817
1.867
1.919
1.972
1.O3
1.08
1.20
1.32
1.45
1.59
1.73
1.88
2.03
2.19
2.35
2.52
270
2.88
3.07
3.27
3.47
3.89
4.33
4.80
5.29
5.81
6.35
6.91
7.50
8.11
8.75
9.41
10.1
10.8
12.3
13.9
15.6-
For use of this Design Aid. see Flexure Examples 4 and 6
14
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

12. n
Y
5
W
c
Y
FLEXURE6.1.1 -Nominal strengthM,for slab sections 12in.wide
Reference:ACI 318-95 Sections7.12,8.4.1,8.4.3,9.3.2, 10.2, 10.3.1-10.3.3,10.5.1 and 10.5.3 and
AC1318R-95 Sections 10.3.1 and 10.3.2
f = 3000psi M,, = 3.334d - 2.18A:, k-ft
fy =40,000 psi
M,M, 2 -
0
550
500
450
400
350
300
250
200
150
100
50
O
O 1 2 3 4 5
A, (h2)
6 7 8 9
15Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

13. FLEXURE 6.1.2 - Nominal strength M, for slab sections 12 in. wide
Reference: AC1 318-95 Sections 7.12, 8.4.1, 8.4.3, 9.3.2, 10.2, 10.3.1-10.3.3,10.5.1and 10.5.3
and AC1 318R-95 Sections 10.3.1 and 10.3.2
fc = 3000 psi M, = 3.33ASd- 2.18AZ,,k-ft
f, = 40,000 psi
M
Mn 2 I<
(1,
Shrinkage 8 Temperature reinforcement = 0.002bh
- 0-75ß,(0.85! )[ 87000 IM ~ 0.75(0.85)(0.85)(3)
As,, - 87000 + fy 40000 (87000 + 400004
I
I I II I I
I I I I I I l 1 1 1 1
16
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

14. g
icW
FLEXURE6.2.1 -Nominal strength
Reference: ACI 318-95Sections7.12,8.4.1,8.4.3,9.3.2,10.2,10.3.1-10.3.3,10.5.1and 10.5.3 and
AC1318R-95Sections 10.3.1and 10.3.2
for slab sections 12in.wide
f: = 3000psi M,, = 5.04d - 4.90At,k-ft
f,,= 60,000psi M,Mn2 -
0
500
450
400
350
300
250
200
150
100
50
O
0.0 O 5 1.0 1.5 2.0 2 5 3.0 3.5 4.0 4.5 5.0
As(in.*)
17
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

15. FLEXURE 6.2.2 - Nominal strength M, for slab sections 12 in. wide
Reference: AC1 318-95 Sections 7.12, 8.4.1,8.4.3, 9.3.2, 10.2, 10.3.1-10.3.3, 10.5.1 and 10.5.3
and AC1 318R-95 Sections 10.3.1and 10.3.2
fc = 3000 psi M, = 5.OASd- 4.90A;, k-ft
f, =.60,000 psi
M
M n2 2
4)
Shrinkage 4Y Temperature reinforcement = 0.0018bh
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

16. h
e
E
FLEXURE 63.1 -Nominal strenghñ& for slab sections12in.wide
Reference: ACI 318-95Sections7.12,8.4.1,8.4.3,9.3.2,10.2,10.3.1-10.3.3,10.5.1and 10.5.3and
AC1318R-95Sections 10.3.1and 10.3.2
f‘,=4000psi
f y =40,000 psi
M, =3.33ASd- 1.63As,k-ft
MU
M, 2. -
0
700
650
600
550
500
450
400
350
300
250
200
150
100
50
O
E
, I , I I . / . . . . , . . , . < . . . . ( , . < . < , . . , < . . . ! . . . I < . < . . < . . . <
O 1 2 3 4 5 6 7 a 9 10 11
A, (h.3
19Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

17. FLEXURE 6.3.2 - Nominal strength M, for slab sections 12 in. wide
Reference: AC1 318-95 Sections 7.12, 8.4.1,8.4.3, 9.3.2, 10.2. 10.3.1-10.3.3,10.5.1 and 10.5.3
and AC1 318R-95 Sections 10.3.1 and 10.3.2
fc = 4000 psi M, = 3.33ASd- 1.63A2, k-ft
M
f, = 40,000 psi Mn2 -
0
Shrinkage 8Temperature reinforcement = 0.002bh
20
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

18. FLEXURE6.4.1 -Nominal strength li& for slab sections 12in.wide
Reference:ACI 318-95Sections 7.12,8.4.1,8.4.3,9.3.2,10.2, 10.3.1-10.3.3,10.5.1and 10.5.3and
ACI 318R-95Sections 10.3.1 and 10.3.2
f i =4000psi
f y = 60,000 psi
M,, =5.04d - 3.68AT,k-ft
U
M
Mn T
650
600
550 ...................................................................................................................... ............._....
k ; / / I/ ! 4
500
450
400
150
100
50
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
As(in.*)
21Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

19. FLEXURE 6.4.2-Nominal strengthMnfor slab sections 12in. wide.
Reference:AC1 318-95Sections7.1.2,8.4.1,8.4.3,9.3.2,10.2,10.3.1-10.3.3, 10.5.1,10.5.3,and AC1 318R-95 Sections 10.3.1
and 10.3.2.
5.60
5.80
6.00
6.16
fC=4000 psi
,
556.71
572.32
587.65
599.69
fy = 60,000 psi
M,, = 5.OASd- 3.68A: ,k-ft
Shrinkage and temperature reinforcement = 0.0018bh
87,000
87,000 +
- 0*75ß1(0*85f’c) 87,000 bd = 0.75(0.85)(0.85)(4)
- (87,000 +f) 60,000
fY
22Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

20. Yu
Eci
ci
E
E
FLEXURE 65.1 -Nominal strengthM,,forslab sections12in.wide
Reference:ACI 318-95Sections7.12,8.4.1,8.4.3,9.3.2,10.2,10.3.1-10.3.3,10-5.1and 10.5.3 and
AC1318R-95Sections 10.3.1 and 10.3.2
f',=5000 psi M, = 3.33ASd- 1.31AS,k-ft
fy =40,000 psi
U
M
M, 2 -
0
850
800
750
700
650
600
550
500
450
400
350
300
250
200
150
100
50
n-
O 1 2 3 4 5 6 7 8 9 10 11 12 13
A, (in?)
23Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

21. FLEXURE 6.5.2 - Nominal strength M, for slab sections 12 in. wide
Reference: AC1 318-95 Sections 7.12, 8.4.1, 8.4.3, 9.3.2, 10.2, 10.3.1-10.3.3, 10.5.1and 10.5.3
and AC1 318R-95 Sections 10.3.1 and 10.3.2
fc = 5000 psi M, = 3.33ASd- 1.31At, k-ft
M 2"
M
f, = 40,000 psi
" ( 9
Shrinkage 8 Temperature reinforcement = 0.02bh
24
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

22. FLEXURE6.6.1 -Nominal strengthlU,,forslab sections12in.wide
Reference:ACI 318-95 Sections7.12,8.4.1,8.4.3,9.3.2, 10.2, 10.3.1-10.3.3, 10.5.1 and 10.5.3 and
AC1318R-95 Sections 10.3.1 and 10.3.2
f’,=5000psi M, =5.04d - 2.94A$ k-fi
fy =60,000 psi
M,M, 2 -
0
750
700
650
600
550
500
450
400
350
300
250
200
150
100
50
O
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
A, (in?)
25Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

23. FLEXURE 6.6.2 - Nominal strength M, for slab sections 12 in. wide
Reference: AC1 318-95 Sections 7.12, 8.4.1,8.4.3,9.3.2, 10.2, 10.3.1-10.3.3,10.5.1 and 10.5.3
and AC1 318R-95 Sections 10.3.1 and 10.3.2
f,' = 5000 psi M, = 5.OASd- 2.94AE, k-fi
M
f, = 60,000 psi Mn2 -
0
Shrinkage i?Temperature reinforcement = 0.0018bh
I I I I I I I I
26
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

24. FLEXURE6.7.1 -Nominal strengthb& for slab seciions 12in.wide
Reference:ACI 318-95 Sections7.12,8.4.1,8.4.3,9.3.2,10.2, 10.3.1-10.3.3,10.5.1 and 10.5.3 and
AC131813-95 Sections 10.3.1 and 10.3.2
f', =6000 psi
fy =40,000 psi
M, =3.334d - l.WAT, k-ft
MuM, 2 -
4
950
850
800
750
700
650
550
500
450
L 400
iEW
E
250
200
150
100
50
O
O 1 2 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 i 5
A, (in.*)
27Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
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25. FLEXURE 6.7.2 - Nominal strength M, for slab sections 12 in. wide
Reference: AC1 318-95 Sections 7.12, 8.4.1, 8.4.3, 9.3.2, 10.2, 10.3.1-10.3.3. 10.5.1 and 10.5.3
and AC1 31813-95 Sections 10.3.1 and 10.3.2
f,‘ = 6000 psi M, = 3.33ASd- 1.09A2, k-ft
f, = 40,000 psi
M
M 2”
“ 0
Shrinkage 8Temperature reinforcement = 0.002bh
28Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

26. FLEXURE6.8.1 -Nominal strength M,, for slabsections 12in.wide
Reference:ACI 318-95Sections7.12,8.4.1,8.4.3,9.3.2,10.2,10.3.1-10.3.3,10.5.1 and 10.5.3 and
ACI 318R-95Sections 10.3.1 and 10.3.2
f C=6000psi
fy =60,000psi
M, =5.0Asd- 2.45Ai,k-ft
MU
Mn2 -
4
850
800
750
700
650
600
550
500
450
400
u” 350
300
ItW
E
E 250
200
150
100
50
O
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5
A, (in.2)
29
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---

27. FLEXURE 6.8.2 - Nominal strength M, for slab sections 12 in.
Reference: AC1 318-95 Sections 7.12, 8.4.1, 8.4.3, 9.3.2, 10.2. 10.3.1-10.3.3,
and AC1 318R-95 Sections 10.3.1 and 10.3.2
f,' = 6000 psi M, = 5.OASd- 2.45A;.
M 2 -
" $
M
f, = 60,000 psi
Shrinkage 8 Temperature reinforcement = 0.0018bh
wide
0.5.1 and
k-ft
0.5.3
30
Copyright American Concrete Institute
Provided by IHS under license with ACI Licensee=Bechtel Corp/9999056100
Not for Resale, 05/04/2005 04:29:24 MDTNo reproduction or networking permitted without license from IHS
--`,``,,,,``,,`,,`,,`,,````,`-`-`,,`,,`,`,,`---