Free Tool · EN 1993-1-1 §6.2.5 / §6.2.6 / §6.2.8
Beam Moment & Shear Capacity Calculator
Calculate bending Mc,Rd (§6.2.5) and shear Vpl,Rd (§6.2.6) for rolled I-sections. Auto section classification (Table 5.2). Shear-moment interaction per §6.2.8 when VEd > 0.5·Vpl,Rd. IPE, HEA, HEB, HEM, UB, UC.
Mc,Rd §6.2.5
Vpl,Rd §6.2.6
§6.2.8 Interaction
Class 1–4
IPE · HEA · HEB · HEM
UB · UC
S235 · S275 · S355 · S420 · S460
NL / DE / BE
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Beam Parameters
Enter to compute bending utilisation MEd / Mc,Rd
Enter to compute shear utilisation VEd / Vpl,Rd and check §6.2.8 interaction
Results
Section class
1
Wpl,y (mm³)
161,000
Wel,y (mm³)
128,600
fy (N/mm²)
355
ε = √(235/fy)
0.8136
Web c/t
39.24
Flange c/t
6.68
Mc,Rd §6.2.5 (kNm)
57.16 kNm
Vpl,Rd §6.2.6 (kN)
526.3 kN
Av,z shear area (mm²)
2568 mm²
η factor (NA)
1
Shear buckling h_w/t_w
39.2 / 58.6 — ✓
✓ Calculation report sent to your email.
Cross-section diagram
Web c/t = Limits: Class 1 ≤ , Class 2 ≤ , Class 3 ≤
Flange c/t = Limits: Class 1 ≤ , Class 2 ≤ , Class 3 ≤
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Pro extracts every member, verifies Mc,Rd, Vpl,Rd, and LTB in 90 seconds, and outputs DSTV shop drawings.
See Pro plans →Frequently asked questions
What is the difference between Class 1/2 and Class 3 sections?
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Class 1 and 2 sections can develop a plastic hinge — the entire web yields in compression and the section rotates under load. Class 1 (ε ≤ 72ε) allows full plastic redistribution; Class 2 (ε ≤ 83ε) reaches plastic capacity but with limited rotation. Class 3 sections (ε ≤ 124ε) only reach the elastic yield stress at the extreme fibres — the web does not fully yield, so W_el,y is used and no plastic redistribution is permitted.
Why are Wpl,y and Wel,y different?
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W_pl,y (plastic modulus) assumes the entire section yields — compression zone to half-depth, tension zone to half-depth. W_el,y (elastic modulus) uses the centroid axis — it integrates stress over the cross-section assuming stress = My/E at every fibre. For a symmetrical I-section about the major axis, Wpl ≈ 1.15 × Wel (roughly 15% higher for standard rolled sections).
How is section class determined in EN 1993-1-1?
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Table 5.2 classifies sections based on c/t ratios. For the web (internal compression part): Class 1 if c/t ≤ 72ε, Class 2 if c/t ≤ 83ε, Class 3 if c/t ≤ 124ε, Class 4 otherwise — where ε = √(235/fy). For the flanges (outstand compression part): Class 1 if c/t ≤ 9ε, Class 2 if c/t ≤ 10ε, Class 3 if c/t ≤ 14ε, Class 4 otherwise. The governing class is the weaker of web and flange.
What does γM0 = 1.0 mean and is it the same in all national annexes?
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γM0 is the partial factor for cross-section resistance. The EN default is 1.0, and the Dutch (NEN), German (DIN), and Belgian (NBN) national annexes all confirm γM0 = 1.0. This is the same value used for member buckling (γM1). The base EN value for buildings is 1.0; some older standards or specialized applications (e.g. bridges) used 1.1.
When should I use Class 4 effective properties?
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Class 4 applies when any part of the cross-section exceeds the Class 3 limits (e.g. very slender webs in hot-rolled sections, thin-plate built-up members). For hot-rolled I-sections in grades S235–S460, Class 4 is rare — it typically only occurs in very deep IPE 600+ sections in low grades, or sections with very thick flanges relative to web. If your section is Class 4, you need to compute effective section properties per EN 1993-1-1 §5.5.2, which reduces the area and modulus due to local buckling. This tool does not compute effective properties for Class 4.