Tower Crane Foundation Design Calculation Example Link

Factored V = 1.5 × 850 + 1.35 × 1,837.5 ≈ 1,275 + 2,480 = 3,755 kN Factored M_eff = 1.5 × 3,470 = 5,205 kNm

Soil pressure under ULS (triangular with uplift) → average pressure on cantilever approx 0.7×q_max,ULS q_max,ULS ≈ 1.5×115.8 ≈ 174 kN/m²

concrete exceeds the downward vertical forces of the crane mast. 3. Critical Verification Checklist for Engineers tower crane foundation design calculation example link

Required steel area (d = 1.5 m – cover 0.075 m – 0.025 m = 1.4 m) As = M / (0.87 fy z) ≈ 783×10⁶ / (0.87×500×0.9×1,400) ≈ 1,430 mm²/m

Sliding is rarely critical for large concrete footings, but the check is mandatory. Factored V = 1

Total Vertical Load (Ptotal)=Pc+Wf=850 kN+1,478.75 kN=2,328.75 kNTotal Vertical Load open paren cap P sub t o t a l end-sub close paren equals cap P sub c plus cap W sub f equals 850 kN plus 1 comma 478.75 kN equals 2 comma 328.75 kN

If you want to adjust the calculation to your exact project specifications, let me know the , soil capacity , or if you prefer a pile foundation design . Share public link Total Vertical Load (Ptotal)=Pc+Wf=850 kN+1,478

): The dynamic torque caused by the extended jib, counterweights, and wind load. Torsional Moment ( Mtcap M sub t