Tower Crane Foundation Design Calculation Example Link

). For brevity, assume an ultimate design pressure distribution yields a maximum factored soil pressure Flexural Reinforcement (Bending Moment)

New self-weight = 7×7×1.5×25 = 1,837.5 kN Total V = 850 + 1,837.5 = 2,687.5 kN

(Note: For a simplified stability check, we often use unfactored characteristic loads to check overturning, and factored loads for bearing pressure checks.) tower crane foundation design calculation example link

| | Description | Access Link | | :--- | :--- | :--- | | Tower Crane Foundation Design (July 2016) | 11‑page PDF with full SLS/ULS checks for a 6 m×6 m×1.5 m footing. | IDOC.PUB | | Design Calculations Tower Crane Foundation_rev‑c | 13‑page report, includes load data for 70 m boom length and detailed material properties. | IDOC.PUB | | 3#塔吊 QTZ63 四桩基础计算书 (Chinese) | Four‑pile cap calculation for QTZ63 tower crane; includes load combinations and reinforcement checks. | ZHULOUREN | | Tower Crane Square Independent Foundation Design Paper | Academic paper outlining the specific design steps for a square independent foundation. | CNKI | | T/CCMA 0052‑2017 (Chinese Standard) | Official Chinese standard for fixed tower crane foundations; covers block, 4‑pile, and multi‑pile bases. | BIAOZHUNS |

$A_s,min = 0.13% \text of A_c$ $A_s = 0.0013 \times 1000 \times 1200 = 1,560 \text mm^2/\textm$. | IDOC

We check if the eccentricity falls within the middle third of the footing base to prevent uplift (where the footing lifts off the soil):

Area = (50 + 10) / 150 = 0.4 m²

Design moment at column face (using factored loads: γ = 1.5 typical for crane loads in ULS):