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For a 6 m square foundation, (L/6 = 1.0 , \textm). Since (e > L/6) (2.176 > 1.0), the resultant lies outside the middle third → partial uplift. Effective width (L' = 3 \times (L/2 - e) = 3 \times (3.0 - 2.176) = 2.472 , \textm). [ q_max = \frac2 \times N_totalB \times L' = \frac2 \times 19306.0 \times 2.472 = \frac386014.832 \approx 260.3 , \textkPa ]
Net bearing pressure at SLS = (q_max \approx 132.2 , \textkPa) Influence factor (I_s) for square footing ≈ 0.88 [ \delta = q_max \times B \times \frac1-\nu^2E_s \times I_s = 132.2 \times 7 \times \frac1-0.122530000 \times 0.88 ] [ \delta \approx 132.2\times7\times0.8775/30000\times0.88 = 0.0239 , \textm = 23.9 , \textmm ] Tower Crane Foundation Design Calculation Example
[ W_conc = 7\times7\times1.5\times25 = 1837.5 , \textkN ] [ N_total = 850 + 1837.5 = 2687.5 , \textkN ] [ e = 4200 / 2687.5 = 1.563 , \textm ] [ L/6 = 7/6 = 1.167 , \textm; \quad e > L/6 \rightarrow \textstill partial uplift ] [ L' = 3\times(3.5 - 1.563) = 5.811 , \textm ] [ q_max = \frac2\times2687.57 \times 5.811 = \frac537540.677 \approx 132.2 , \textkPa < 150 , \textkPa \quad \text✓ OK ] For a 6 m square foundation, (L/6 = 1
Maximum moment at crane column face (assume column base plate 2 m × 2 m): [ q_max = \frac2 \times N_totalB \times L'
Moment per meter width: [ M_Ed = q_max \times \fracc^22 \times \texteffective width factor ] Better to compute total moment = integral of pressure × distance. Given complexity, use standard formula from crane manuals: