Vigas - Flexão Simples - Viga Continua 5

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+ 256,65 kip.inMu+ 238,95 kip.inMu+ 269,93 kip.in
Mu- 486,75 kip.inMu- 485,87 kip.inMu- 480,56 kip.in

25fb89e34086ff9d112742c5d9b3dca8.png

Flexão+:

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As,min (ACI 318-19 – 9.6.1.2)

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TQS = 0,55 in²Software B = 0,20 in²Software C = 0,80 in²

0,55 in2 ≥ 0,55 in2 → OK!

2b17efe7a1560877f4c425823264dc1a.png

øMn (854,35 kip.in) ≥ Mu (256,65 kip.in) → OK!!


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

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0,21 ≥ 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

2c2d3428e5bec8847bdd5fafc6d4b6c7.png 385d4ee3d328571cb1f0a37f2dfdc3a7.png


60c2178a2f9e9f387e6e6e2342eb5ca9.png

TQS = 0,55 in²Software B = 0,41 in²Software C = 0,80 in²

0,55 in2 ≥ 0,55 in2 → OK!

2b17efe7a1560877f4c425823264dc1a.png

øMn (854,35 kip.in) ≥ Mu (486,75 kip.in) → OK!!


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

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0,11 ≥ 0,005 → OK! Tension Controlled! → ø 0,90 OK!

Cortante:


TQSSoftware BSoftware C
Vu = 12,54 kipsVu = 11,85 kipsVu = 12,56 kips
Vu,design = 10,25 kipsVu,design = 8,68 kipsVu,design = 8,38 kips

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Vs ≤ Vs,lim OK!

    Ø0,75 → øVn ≥ Vu → 10,25 ≥ 10,25 → OK!!

    Área de Aço:


    eaeae6e4e4996973d762f30f7221ae37.png

    ec5e2b756a07c720342b191606d8fa18.png

    3839d14c2d8aa8169cf2d179395ffb2a.png

    ed95237ef0115995ec7a301fd5af9f74.png


    Espaçamento:

    06d1e07ea784adbc04a385a9e9430ab3.png

    21cdfa85012cb0939dbe4d296cb89d64.png

    7f36e20ea4f55c3408bee25a219509b7.png


    øVn (51,37 kips) ≥ Vu (10,25 kips)