Expert-level concrete design covering reinforced concrete beams, columns, slabs, footings, retaining walls, ACI 318 code provisions, and durability.
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Equivalent stress block: Whitney block depth a = 0.85 fc times beta1 times c. Tension-controlled: ensure ductile failure, phi = 0.90 when epsilon_t greater than 0.005. Minimum reinforcement: rho_min = max of 3 sqrt fc over fy and 200 over fy. T-beam behavior: flange engages in positive moment regions of floor beams. Doubly reinforced: compression steel when singly reinforced is insufficient.
Concrete contribution Vc: 2 sqrt fc times bw times d approximately. Stirrups: vertical or inclined reinforcement, Vs = Av fy d over s. Maximum spacing: d over 2 or 24 inches for minimum shear reinforcement. Deep beams: strut-and-tie model required for a over d less than 2.
Interaction diagram: combined axial and moment capacity envelope. Slenderness effects: magnify moments for slender columns. Tied vs spiral: spiral provides better confinement and ductility. Minimum eccentricity: design for minimum moment even under pure axial load.
Deflection: immediate plus long-term creep and shrinkage deflection. Crack control: maximum bar spacing to limit crack width. Durability: water-cement ratio, cover, and concrete strength for exposure class. Shrinkage and temperature: minimum reinforcement in slabs for crack control.
| Pitfall | Fix |
|---|---|
| Compression-controlled failure without ductility check | Ensure tension-controlled or apply reduced phi |
| Ignoring long-term deflection | Multiply immediate deflection by creep factor |
| Insufficient development length | Check all bar terminations for proper development |
| Wrong phi factor for element type | Phi depends on failure mode, not just element type |
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概要と使いどころ
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日本語の概要は準備中です。原文の説明を表示しています。
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日本語の概要は準備中です。原文の説明を表示しています。