Cargas verticales en la parte inferior horizontal de un silo achaparrado o de esbeltez intermedia pvsq

\begin{array}{l} C_{b} = 1.0 (6.3) \\ p_{vb} = C_{b} \cdot p_{vf} (hc) = 1.0 \cdot 68.15 = 68.15 kN / m ² (6.2) \\ h_{tp} = \tan Φ_{r} \cdot \frac{d_{c}}{2} = \tan 36.00 ° \cdot \frac{5.00}{2} = 1.82 m (Fig . 6.3) \\ p_{vtp} = γ \cdot h_{tp} = 16.00 \cdot 1.82 = 29.06 kN / m ² (6.15) \\ p_{vho} = γ \cdot z_{v} = 16.00 \cdot 0.61 = 9.69 kN / m ² (5.79) \\ {Δp}_{sq} = p_{vtp} - p_{vho} = 29.06 - 9.69 = 19.37 kN / m ² (6.14) \\ p_{vsq} = p_{vb} + {Δp}_{sq} \cdot \frac{2.0 - \frac{h_{c}}{d_{c}}}{2.0 - \frac{h_{tp}}{d_{c}}} = 68.15 + 19.37 \cdot \frac{2.0 - \frac{8.00}{5.00}}{2, 0 - \frac{1.82}{5.00}} = 72.89 kN / m ² (6.13) \end{array}

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