Column Section
Materials
Main Reinforcement
Column Applied Loads
Punching Shear — Slab Data
P-M Interaction Diagram + Cross Section
Capacity — P-M Check
φPn max
—
kN
—
φMn max
—
kN·m
—
ρg Steel
—
%
—
Interaction
—
P-M Check
—
Tie Spacing — ACI 318M §25.7.2.1
16 × db
—
mm
Criterion 1
48 × dt
—
mm
Criterion 2
min(b, h)
—
mm
Criterion 3
s max (governs)
—
mm
Min of 3
Capacity & Ties — Key Values
Slenderness & Buckling — ACI 318M §6.2
klu / r
—
Slenderness Ratio
—
Column Type
—
Classification
—
Pcr (Euler)
—
kN
—
Slenderness Calculations
ACI 318M §6.2.5 — Slenderness Limits
Short column: klu/r ≤ 22 (braced frame). Long column: moment magnification required §6.6.4. klu/r > 100: nonlinear 2nd-order analysis required. r = 0.30h for rectangular sections.
ACI 318M Load Combinations — Slab
| Combination | wu (kN/m²) | Vu tributary (kN) | Vu punching (kN) | φVc (kN) | DCR | Status |
|---|
Punching Shear Check — ACI 318M §22.6
Vu governing
—
kN
From slab loads
φVc (capacity)
—
kN
—
DCR = Vu/φVc
—
Demand / Capacity
—
Punching Shear Calculations
ACI 318M §22.6.5 — Three Vc Equations (Minimum Controls)
① 0.17(1+2/β)λ√f'c·bo·d | ② 0.083(αs·d/bo+2)λ√f'c·bo·d | ③ 0.33λ√f'c·bo·d.
φ = 0.75. Critical perimeter bo at d/2 from column face.
Vu = wu × (Lx × Ly) − wu × (b+d)(h+d) per ACI §22.6.4.1 for interior columns.
Design Summary — All Checks