Free Tool · EN 1993-1-8 §6.2.6.1

Column Web Panel in Shear

Check the shear resistance of the column web panel per EN 1993-1-8 §6.2.6.1. Computes the shear area Avc, panel resistance Vwp,Rd (Eq. 6.7), and applied shear Vwp,Ed from the design moment MEd and lever arm z. Handles one-sided and two-sided connections (β transformation), supplementary web plates, and all common column sections. HEA, HEB, HEM, IPE, UC. S235–S460.

V_wp M Ed z
Vwp,Rd = 0.9 · fy,wc · Avc / (√3 · γM0)   [EN 1993-1-8 Eq. 6.7]
Column Parameters
Applied design moment at the column web panel (factored)
Distance between tension bolt group and compression flange. Typical: 0.9 × h_beam or explicit from connection geometry.
EN: γM0 = 1.0 (recommended value)
Web Panel Results
81.3%
η = Vwp,Ed / Vwp,Rd
PASS
Avc 3,335 mm²
Vwp,Rd 615.2 kN
Vwp,Ed 500 kN
β 1
fy 355 N/mm²
γM0 1
⚠ Panel is FAILING. Consider adding supplementary web plates (§6.2.6.1(5)) or full-depth stiffeners to increase the shear area.
Step 1 — Shear area Avc (EN 1993-1-1 §6.2.6(3))
Avc = A − 2·b·tf + (tw + 2·r)·tf
    = 11840 − 2×260×17.5 + (10 + 2×12)×17.5
    = 3335 mm²
Step 2 — Panel shear resistance (EN 1993-1-8 Eq. 6.7)
Vwp,Rd = 0.9 · fy,wc · Avc / (√3 · γM0)
    = 0.9 × 355 × 3335 / (√3 × 1)
    = 615.2 kN
Step 3 — Applied panel shear Vwp,Ed
Vwp,Ed = β · MEd / z
    = 1 × 200 × 10³ / 400
    = 500 kN
Step 4 — Utilization
η = Vwp,Ed / Vwp,Rd = 500 / 615.2 = 0.813
→ PASS ✓ (81.3%)
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Frequently Asked Questions

What is the column web panel in shear?

The column web panel is the zone of the column web enclosed by the flanges and the connected beams (or stiffeners). Under a beam moment connection, the beam flanges apply concentrated forces that induce shear in this panel. EN 1993-1-8 §6.2.6.1 limits this shear to V_wp,Rd = 0.9·f_y,wc·A_vc / (√3·γ_M0) (Eq. 6.7), where A_vc is the shear area of the column per EN 1993-1-1 §6.2.6.

How is the shear area A_vc computed for a rolled I/H column?

Per EN 1993-1-1 §6.2.6(3): A_vc = A − 2·b·t_f + (t_w + 2·r)·t_f. Here A is the gross cross-section area, b is the flange width, t_f is the flange thickness, t_w is the web thickness, and r is the root radius. This removes the flanges and adds back the web-flange junction zone.

What is the β transformation factor?

β accounts for the imbalance of moments from beams framing into the column on both sides. For a one-sided connection or unbalanced two-sided, β = 1.0, giving V_wp,Ed = M_Ed / z. For two beams with equal and opposite moments (balanced), the shear cancels and β = 0. For two beams with moments in the same direction (additive), β = 2.0 per EN 1993-1-8 Table 5.4. V_wp,Ed = β·M_Ed / z.

When do supplementary web plates help?

Per §6.2.6.1(5), when t_s ≥ t_wc a supplementary plate of width b_s welded to the column web increases A_vc by b_s·t_s per plate. This avoids the need for full-depth stiffeners in many practical cases. Two plates (one each side) double the increment. The plate must span between the flanges and be continuously welded.

What is a typical lever arm z for an endplate connection?

For a full-depth endplate, z is typically taken as the distance from the top bolt row in tension to the mid-thickness of the compression flange, or approximately 0.9·h_beam. The AISC LRFD method uses a similar approach. For precise results, use the component method in EN 1993-1-8 §6.2 which derives z from T-stub geometry.

Is γ_M0 = 1.0 for all national annexes?

Yes — EN, NL (NEN-EN 1993-1-8/NB), DE (DIN EN 1993-1-8/NA), and BE all use γ_M0 = 1.0 for the web panel shear check. The UK NA also retained 1.0.