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Cálculo Descrição: Cálculo de momento limite, altura limite, armadura dupla longitudinal, seção retangular. Dados: bw, h, fck, CA. CLASSE ATÉ C50 Calcular: Resultado: Dados: bw = 12 cm Conversão: bw = 0.12 m dmin = 34.06 cm h = 31 cm d = 0.29 m Mlim = 36.19 kN*m fck = 20 MPa fck = 20000 kN/m² M2 = 33.653 kN*m aço = CA50 fcd = 14285.7142857143 kN/m² As = 6.37 cm² fyk = 500 MPa fyd = 43.4782608696 kN/cm² As1 = 2.87 cm² d' = 2 cm d' = 0.02 m As2 = 3.51 cm² Mk = 49.885714 kN*m Md = 69.8399996 kN*m As' = 2.87 cm² a) Cálculo da altura mínima da seção para x/d = 0,45 (limite do domínio 3) Equação: dmin = 0.3405484076 m d = 29 cm Como: d<dmin = Armadura dupla dmin = 34.055 cm b) Cálculo de momento limite (Mlim) Equação = Mlim = 36.1870285714 kN*m c) Cálculo de M2 Equação = M2 = 33.6529710286 kN*m d) Cálculo das As Equação = As = 6.368 kN*m As1 = 2.867 kN*m As2 = 3.501 kN*m d) Cálculo da As' sendo necessário Fs' e ,portanto, εs' Equação = εs' = 0.0033444444 Se εs'>εyd = Fs' = fyd εyd = 0.00207 Equação = As' = 2.8667345691 cm² Tabelas Propriedades mecânicas dos aços: Aço fyk (Mpa) fyd(Mpa) εyd(%) ξ = x/d Tabela 1.1 CA25 250 217 0.104 0.7709 FLEXÃO SIMPLES EM SEÇÃO RETANGULAR - ARMADURA SIMPLES CA50 500 435 0.207 0.6283 (βc);βx = x/d Kc = bd²/Md (cm²/kN) Ks = As*D/Md (cm²/kN) D CA60 600 522 0.248 0.59 O M Valores para cálculo de armadura longitudinal de seções retangulares para concretos até a classe C50 Í N KMD KX KZ εc εs C10 C15 C20 C25 C30 C35 C40 C45 C50 CA-25 CA-50 CA-60 I 0.01 0.0148 0.9941 0.1502 10 O 0.02 0.0298 0.9881 0.3068 10 0.02 103.8 69.2 51.9 41.5 34.6 29.7 25.9 23.1 20.8 0.046 0.023 0.019 2 0.03 0.0449 0.982 0.4704 10 0.04 52.3 34.9 26.2 20.9 17.4 15 13.1 11.6 10.5 0.047 0.023 0.02 0.04 0.0603 0.9759 0.6414 10 0.06 35.2 23.4 17.6 14.1 11.7 10.1 8.8 7.8 7 0.047 0.024 0.02 0.05 0.0758 0.9697 0.8205 10 0.08 26.6 17.7 13.3 10.6 8.9 7.6 6.7 5.9 5.3 0.048 0.024 0.02 0.055 0.0836 0.9665 0.9133 10 0.1 21.5 14.3 10.7 8.6 7.2 6.1 5.4 4.8 4.3 0.048 0.024 0.02 0.06 0.0916 0.9634 1.0083 10 0.12 18 12 9 7.2 6 5.2 4.5 4 3.6 0.048 0.024 0.02 0.065 0.0995 0.9602 1.1056 10 0.14 15.6 10.4 7.8 6.2 5.2 4.5 3.9 3.5 3.1 0.049 0.024 0.02 0.07 0.1076 0.957 1.2054 10 0.16 13.8 9.2 6.9 5.5 4.6 3.9 3.4 3.1 2.8 0.049 0.025 0.021 0.075 0.1156 0.9537 1.3077 10 0.18 12.3 8.2 6.2 4.9 4.1 3.5 3.1 2.7 2.5 0.05 0.025 0.021 0.08 0.1238 0.9505 1.4126 10 0.2 11.2 7.5 5.6 4.5 3.7 3.2 2.8 2.5 2.2 0.05 0.025 0.021 0.085 0.132 0.9472 1.5203 10 0.22 10.3 6.8 5.1 4.1 3.4 2.9 2.6 2.3 2.1 0.05 0.025 0.021 0.09 0.1403 0.9439 1.6308 10 0.24 9.5 6.3 4.7 3.8 3.2 2.7 2.4 2.1 1.9 0.051 0.025 0.021 0.095 0.1485 0.9406 1.7444 10 0.26 8.8 5.9 4.4 3.5 3 2.5 2.2 2 1.8 0.051 0.026 0.021 0.1 0.1569 0.9372 1.8611 10 0.28 8.3 5.5 4.1 3.3 2.8 2.4 2.1 1.8 1.7 0.052 0.026 0.022 3 0.105 0.1654 0.9339 1.981 10 0.3 7.8 5.2 3.9 3.1 2.6 2.2 2 1.7 1.6 0.052 0.026 0.022 0.11 0.1739 0.9305 2.1044 10 0.32 7.4 4.9 3.7 3 2.5 2.1 1.8 1.6 1.5 0.053 0.026 0.022 0.115 0.1824 0.927 2.2314 10 0.34 7 4.7 3.5 2.8 2.3 2 1.8 1.6 1.4 0.053 0.027 0.022 0.12 0.1911 0.9236 2.3621 10 0.36 6.7 4.5 3.3 2.7 2.2 1.9 1.7 1.5 1.3 0.054 0.027 0.022 0.125 0.1998 0.9201 2.4967 10 0.38 6.4 4.3 3.2 2.6 2.1 1.8 1.6 1.4 1.3 0.054 0.027 0.023 0.13 0.2086 0.9166 2.6355 10 0.4 6.1 4.1 3.1 2.5 2 1.8 1.5 1.4 1.2 0.055 0.027 0.023 0.135 0.2175 0.913 2.7786 10 0.42 5.9 3.9 3 2.4 2 1.7 1.5 1.3 1.2 0.055 0.028 0.023 0.14 0.2264 0.9094 2.9263 10 0.438 5.7 3.8 2.9 2.3 1.9 1.6 1.4 1.3 1.1 0.056 0.028 0.023 0.145 0.2354 0.9058 3.0787 10 0.44 5.7 3.8 2.8 2.3 1.9 1.6 1.4 1.3 1.1 0.056 0.028 0.15 0.2445 0.9022 3.2363 10 0.46 5.5 3.7 2.7 2.2 1.8 1.6 1.4 1.2 1.1 0.056 0.028 0.155 0.2536 0.8985 3.3391 10 0.48 5.3 3.5 2.7 2.1 1.8 1.5 1.3 1.2 1.1 0.057 0.029 0.16 0.263 0.8948 3.5 9.8104 0.5 5.2 3.4 2.6 2.1 1.7 1.5 1.3 1.1 1 0.058 0.029 0.165 0.2723 0.8911 3.5 9.3531 0.52 5 3.3 2.5 2 1.7 1.4 1.3 1.1 1 0.058 0.029 0.17 0.2818 0.8873 3.5 8.9222 0.54 4.9 3.2 2.4 2 1.6 1.4 1.2 1.1 1 0.059 0.029 0.175 0.2913 0.8835 3.5 8.5154 0.56 4.7 3.2 2.4 1.9 1.6 1.4 1.2 1.1 1 0.059 0.029 0.18 0.3009 0.8796 3.5 8.3106 0.58 4.6 3.1 2.3 1.9 1.5 1.3 1.2 1 0.9 0.06 0.03 0.185 0.3106 0.8757 3.5 7.7662 0.6 4.5 3 2.3 1.8 1.5 1.3 1.1 1 0.9 0.061 0.03 0.19 0.3205 0.8718 3.5 7.4204 0.628 4.4 2.9 2.2 1.8 1.5 1.3 1.1 1 0.9 0.061 0.031 0.195 0.3305 0.8678 3.5 7.0919 0.64 4.3 2.9 2.2 1.7 1.4 1.2 1.1 1 0.9 0.062 0.2 0.3405 0.8638 3.5 6.7793 0.68 4.2 2.8 2.1 1.7 1.4 1.2 1 0.9 0.8 0.063 0.205 0.3506 0.8597 3.5 6.4814 0.72 4 2.7 2 1.6 1.3 1.2 1 0.9 0.8 0.065 0.21 0.3609 0.8556 3.5 6.1971 0.76 3.9 2.6 2 1.6 1.3 1.1 1 0.9 0.8 0.066 0.215 0.3714 0.8515 3.5 5.9255 0.772 3.9 2.6 1.9 1.5 1.3 1.1 1 0.9 0.8 0.067 0.22 0.3819 0.8473 3.5 5.6658 Elaborada por Alessandro L. Nascimento e Libânio M. Pinheiro. 0.225 0.3925 0.843 3.5 5.417 De acordo com a NBR 6118:2003. 0.23 0.4033 0.8387 3.5 5.1785 Diagrama retangular de tensões no concreto, γ = 1,4 c e γ = 1,15.s 0.235 0.4143 0.8343 3.5 4.9496 Para γc ≠ 1,4, multiplicar b por 1 ,4 / γc antes de usar a tabela. 0.24 0.4253 0.8299 3.5 4.7297 0.245 0.4365 0.8254 3.5 4.5181 0.25 0.4479 0.8208 3.5 4.3144 0.2509 0.45 0.82 3.5 4.2778
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