Inputs
Loads (LRFD)
kN (compression +)
kN·m
kN
Plate & Column
mm (parallel to M)
mm
MPa (A36 ≈ 250)
mm (W shape)
mm
MPa
Anchors
mm
mm
MPa (A325/F1554 Gr 105 ≈ 800)
mm
mm (between rows)
Method & assumptions
- Eccentricity e = Mu/Pu; if e ≤ N/6, plate in compression only (no anchor tension).
- If e > N/6, simplified bolt-tension model: Y = bearing length (computed iteratively); T = tension in anchor row.
- Plate thickness: tp = √(2·m²·fp/(0.9·Fy)) using cantilever m or n at controlling face.
- Anchor tension capacity (steel): φNsa = φ·n·Ase,N·futa; φ = 0.75.
- Concrete breakout (single anchor): Ncb = (ANc/ANco)·ψ·Nb; Nb = kc·λ·√f'c·hef1.5; kc=10 cast-in, MPa.
- Anchor shear capacity: φVsa = φ·n·0.6·Ase,V·futa; φ = 0.65.
Results
Eccentricity e = M/P—
N/6 kern—
Concrete bearing fp—
Anchor tension demand Tu—
Plate thickness tp (req.)—
Anchor steel φNsa—
Concrete breakout φNcb—
Anchor steel φVsa—
Tension checkOK
Shear checkOK