Vigas - Flexão Simples - Viga Continua 4

FLEXÃO SIMPLES

Neste exemplo, será dimensionada a armadura longitudinal e transversal de uma viga submetida a Flexão Simples utilizando como base a Norma ACI318-19, conforme dados abaixo:

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Concreto - C25 (4000 psi) / Aço – ADN420 (60 ksi)

bw: 8 in / h: 31,5 in

TQSSoftware BSoftware C
Mu+ 160,19 kip.inMu+ 153,99 kip.inMu+ 172,58 kip.in
Mu- 299,13 kip.inMu- 312,41 kip.inMu- 307,98 kip.in


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Flexão+:

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As,min (ACI 318-19 – 9.6.1.2)

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TQS = 0,55 in²Software B = 0,13 in²Software C = 0,80 in²

0,55 in2 ≥ 0,55 in2 → OK!

2b17efe7a1560877f4c425823264dc1a.png

øMn (854,35 kip.in) ≥ Mu (160,19 kip.in) → OK!!


Verificação do fator de redução (ACI318-19 – 21.2.2)

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0,33 ≥ 0,005 → OK! Tension Controlled! → ø 0,90 OK!


Flexão-:

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As,min (ACI 318-19 – 9.6.1.2)

9a96ae1d21166e8f6bd3f76ecea67eb6.png

129f46042e6d3fb806bd0beb9ea2931a.png

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60c2178a2f9e9f387e6e6e2342eb5ca9.png

TQS = 0,55 in²Software B = 0,26 in²Software C = 0,80 in²

0,55 in2 ≥ 0,55 in2 → OK!

2b17efe7a1560877f4c425823264dc1a.png

øMn (854,35 kip.in) ≥ Mu (299,13 kip.in) → OK!!


Verificação do fator de redução (ACI318-19 – 21.2.2)

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0,16 ≥ 0,005 → OK! Tension Controlled! → ø 0,90 OK!

Cortante:


TQSSoftware BSoftware C
Vu = 8,02 kipsVu = 7,61 kipsVu = 7,81 kips
Vu,design = 6,55 kipsVu,design = 5,58 kipsVu,design = 5,29 kips

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Vs ≤ Vs,lim OK!

    Ø0,75 → øVn ≥ Vu → 6,55 ≥ 6,55 → OK!!

    Área de Aço:


    eaeae6e4e4996973d762f30f7221ae37.png

    ec5e2b756a07c720342b191606d8fa18.png

    3839d14c2d8aa8169cf2d179395ffb2a.png

    ed95237ef0115995ec7a301fd5af9f74.png


    Espaçamento:

    06d1e07ea784adbc04a385a9e9430ab3.png

    21cdfa85012cb0939dbe4d296cb89d64.png

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    øVn (51,37 kips) ≥ Vu (6,55 kips)






    Vigas - Flexão Simples - Viga Continua 3
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