Tower Crane Foundation Design Calculation Example Link Extra Quality Site
Eccentricity e = M_eff / V = 3,416 / 1,600 =
Designing a tower crane foundation requires matching site-specific geotechnical data (soil bearing capacity, friction angles) with the exact load charts provided by the crane manufacturer.
Always extract the load charts directly from the exact crane model's .
The following calculations are based on the provided design report and incorporate widely accepted engineering methodologies. It is assumed that a detailed geotechnical investigation has been performed and is available for use. tower crane foundation design calculation example link
As=Mu0.9×fy×0.95×d=607.5×1060.9×420×0.95×1,300≈1,300 mm2 per metercap A sub s equals the fraction with numerator cap M sub u and denominator 0.9 cross f sub y cross 0.95 cross d end-fraction equals the fraction with numerator 607.5 cross 10 to the sixth power and denominator 0.9 cross 420 cross 0.95 cross 1 comma 300 end-fraction is approximately equal to 1 comma 300 mm squared per meter
A massive, un-piled concrete block that relies purely on its own dead weight to resist overturning moments. This is ideal for stiff, high-bearing-capacity soils.
The maximum pressure on the soil ( Pmax ) depends on whether the eccentricity is within the "middle third" of the footing. Eccentricity e = M_eff / V = 3,416
The example follows:
includes the crane weight, maximum lifted load, and an initial estimate of the foundation's self-weight. 3. Check for Overturning Stability The resisting moment ( Mstcap M sub s t end-sub
Includes the dead weight of the crane and the maximum lifted load. Overturning Moment ( It is assumed that a detailed geotechnical investigation
Let us assume a square gravity foundation block.
q_max = (2×2,687.5) / [3×7×(3.5 – 1.29)] = 5,375 / [21×2.21] = 5,375 / 46.41 ≈ ≤ 150 kN/m² → OK
The standard design process follows international engineering codes such as (for concrete design), BS 8110 , or Eurocode 2 . The foundation must satisfy three primary criteria:
Wpad=39.325×25=983.1 kNcap W sub p a d end-sub equals 39.325 cross 25 equals 983.1 kN 2. Total Vertical Load
