Dimensionamento de Concreto Armado

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Parâmetros Adimensionais Deformações (°/oo) ssd (tf/cm2) Seção Retangular 
kmd kx kz ec es CA-25 CA-50 A CA-60 A CA-50 B CA-60 B
0.000 0.000 1.000 0.00 10.00 2.174 4.348 5.217 4.348 5.217 kmd = Md / (bw.d2.fcd)
0.010 0.015 0.994 0.15 10.00 2.174 4.348 5.217 4.348 5.217
0.020 0.030 0.988 0.31 10.00 2.174 4.348 5.217 4.348 5.217
0.030 0.045 0.982 0.47 10.00 2.174 4.348 5.217 4.348 5.217 D Armadura simples:
0.040 0.060 0.976 0.64 10.00 2.174 4.348 5.217 4.348 5.217 o
0.050 0.076 0.970 0.82 10.00 2.174 4.348 5.217 4.348 5.217 m As = Md / (kz.d.ssd)
0.060 0.092 0.963 1.01 10.00 2.174 4.348 5.217 4.348 5.217 í
0.070 0.108 0.957 1.21 10.00 2.174 4.348 5.217 4.348 5.217 n
0.080 0.124 0.950 1.41 10.00 2.174 4.348 5.217 4.348 5.217 i Armadura dupla:
0.090 0.140 0.944 1.63 10.00 2.174 4.348 5.217 4.348 5.217 o
0.100 0.157 0.937 1.86 10.00 2.174 4.348 5.217 4.348 5.217 Md1 = kmd.bw.d2.fcd
0.110 0.174 0.930 2.10 10.00 2.174 4.348 5.217 4.348 5.217 2
0.120 0.191 0.924 2.36 10.00 2.174 4.348 5.217 4.348 5.217 As1 = Md1 / (kz.d.ssd)
0.130 0.209 0.917 2.64 10.00 2.174 4.348 5.217 4.348 5.217
0.140 0.226 0.909 2.93 10.00 2.174 4.348 5.217 4.348 5.217 As2 = (Md - Md1) / [ssd.(d - d')]
0.150 0.245 0.902 3.24 10.00 2.174 4.348 5.217 4.348 5.217
0.158 0.259 0.896 3.50 10.00 2.174 4.348 5.217 4.348 5.217 es' = 3,5 [1 - d'/(kx.d)]
0.160 0.263 0.895 3.50 9.81 2.174 4.348 5.217 4.348 5.217 D
0.170 0.282 0.887 3.50 8.92 2.174 4.348 5.217 4.348 5.217 o As' = (Md - Md1) / [ssd'.(d - d')]
0.180 0.301 0.880 3.50 8.13 2.174 4.348 5.217 4.348 5.217 m
0.190 0.320 0.872 3.50 7.42 2.174 4.348 5.217 4.348 5.217 í
0.200 0.340 0.864 3.50 6.78 2.174 4.348 5.217 4.348 5.217 n
0.210 0.361 0.856 3.50 6.20 2.174 4.348 5.217 4.348 5.217 i Seção T 
0.220 0.382 0.847 3.50 5.67 2.174 4.348 5.217 4.348 5.217 o
0.230 0.403 0.839 3.50 5.18 2.174 4.348 5.217 4.348 5.217 kmd = Md / (bf.d2.fcd)
0.240 0.425 0.830 3.50 4.73 2.174 4.348 5.217 4.348 5.217 3
0.246 0.438 0.825 3.50 4.48 2.174 4.348 5.217 4.348 5.217 y = 0,8.kx.d (armadura simples)
0.250 0.448 0.821 3.50 4.31 2.174 4.348 5.217 4.348 5.160
0.255 0.459 0.816 3.50 4.12 2.174 4.348 5.217 4.348 5.092 y = 0,8.kx.d (armadura dupla)
0.256 0.462 0.815 3.50 4.07 2.174 4.348 5.217 4.348 5.075
0.260 0.471 0.812 3.50 3.93 2.174 4.348 5.217 4.307 5.024
0.265 0.483 0.807 3.50 3.75 2.174 4.348 5.217 4.253 4.955 y < hf ou y < hf :
0.270 0.495 0.802 3.50 3.57 2.174 4.348 5.217 4.199 4.886
0.275 0.507 0.797 3.50 3.40 2.174 4.348 5.217 4.144 4.816 => Seção retangular com bw=bf
0.280 0.520 0.792 3.50 3.23 2.174 4.348 5.217 4.089 4.744
0.285 0.533 0.787 3.50 3.07 2.174 4.348 5.217 4.033 4.671
0.290 0.545 0.782 3.50 2.92 2.174 4.348 5.217 3.976 4.596 y > hf ou y > hf :
0.295 0.559 0.777 3.50 2.76 2.174 4.348 5.217 3.918 4.519
0.300 0.572 0.771 3.50 2.62 2.174 4.348 5.217 3.858 4.438 Rf = 0,85.fcd.hf.(bf - bw)
0.305 0.585 0.766 3.50 2.48 2.174 4.348 5.217 3.801 4.360
0.310 0.600 0.760 3.50 2.34 2.174 4.348 4.905 3.733 4.264 D Md = Md - Rf.(d - hf /2)
0.315 0.614 0.754 3.50 2.20 2.174 4.348 4.619 3.665 4.166 o
0.320 0.628 0.749 3.50 2.07 2.174 4.348 4.348 3.596 4.061 m => Seção retangular
0.325 0.644 0.743 3.50 1.94 2.174 4.069 4.069 3.517 3.933 í
0.330 0.659 0.736 3.50 1.81 2.174 3.803 3.803 3.431 3.777 n As = As + Rf /ssd
0.335 0.675 0.730 3.50 1.69 2.174 3.542 3.542 3.334 3.542 i
0.340 0.691 0.724 3.50 1.57 2.174 3.287 3.287 3.215 3.287 o
0.345 0.708 0.717 3.50 1.45 2.174 3.036 3.036 3.036 3.036
0.350 0.725 0.710 3.50 1.33 2.174 2.789 2.789 2.789 2.789 4 f (mm) 6.3 8.0 10.0 12.5 16.0 20.0 22.2 25.0
0.355 0.743 0.703 3.50 1.21 2.174 2.546 2.546 2.546 2.546 A (cm
2) 0.31 0.50 0.79 1.23 2.01 3.14 3.87 4.91
0.360 0.761 0.696 3.50 1.10 2.174 2.306 2.306 2.306 2.306
0.363 0.772 0.691 3.50 1.04 2.174 2.174 2.174 2.174 2.174
0.365 0.780 0.688 3.50 0.99 2.069 2.069 2.069 2.069 2.069 Eaço = 2.100.000 kgf/cm
2
0.370 0.800 0.680 3.50 0.87 1.834 1.834 1.834 1.834 1.834
0.375 0.821 0.671 3.50 0.76 1.600 1.600 1.600 1.600 1.600 Econcr = 21.000 (fck + 35)
1/2 kgf/cm2
0.380 0.843 0.663 3.50 0.65 1.366 1.366 1.366 1.366 1.366
0.385 0.867 0.653 3.50 0.54 1.132 1.132 1.132 1.132 1.132 1 tf/cm2 = 10 kgf/mm2 = 100 MPa =
0.390 0.891 0.643 3.50 0.43 0.897 0.897 0.897 0.897 0.897 103 kgf/cm2 = 104 tf/m2 = 105 kN/m2
0.395 0.918 0.633 3.50 0.31 0.657 0.657 0.657 0.657 0.657
0.400 0.947 0.621 3.50 0.20 0.413 0.413 0.413 0.413 0.413 1 tf.m =10 kN.m = 100 tf.cm
0.405 0.979 0.608 3.50 0.08 0.159 0.159 0.159 0.159 0.159
0.408 1.000 0.600 3.50 0.00 0.000 0.000 0.000 0.000 0.000 1 kgf = 10 N 1 tf = 10 kN
Dimensionamento de Concreto Armado à Flexão Simples