Steel Beam Sizes — W, UB, IPE, HEA Properties Chart (Free)

Reference chart of 148 AISC W-shapes, 26 Australian UB, 13 Australian UC, 18 European IPE, and 38 HEA/HEB beam sections with dimensional and section properties. All values from published standards (AISC Steel Construction Manual 16th ed., ASI Design Capacity Tables, EN 10365). Verify with current edition before procurement.

Quick access: Check beam capacity → | Calculate deflection → | Full section properties →

Top 20 W-Shapes — Complete Design Properties

The 20 most-specified W-shapes for beam and column design. Includes flange and web dimensions needed for connection design, plus weak-axis properties for column and LTB checks.

Source: AISC Steel Construction Manual, 16th Edition, Table 1-1. Values for ASTM A992 steel (Fy = 50 ksi, Fu = 65 ksi).

AISC W-Shape Beams — All 148 Sections (Imperial)

Universal Beam (UB) Sizes — AS 4100 (Metric)

Universal Column (UC) Sizes — AS 4100 (Metric)

IPE Beam Sizes — EN 1993 (Metric)

HEA/HEB Beam Sizes — EN 1993 (Metric)

HEA (Light Wide-Flange) Sections

HEB (Medium Wide-Flange) Sections

Navigating beam section series across regions

Steel beam sections are organized into named series that differ by region, and understanding these series is essential for selecting the right section in any calculator or design. In North American practice (AISC), the primary beam shape is the W-shape (wide-flange), designated by nominal depth and weight per foot -- for example, W18x50 is nominally 18 inches deep and weighs 50 lb/ft. The S-shape (American Standard) and M-shape (miscellaneous) also exist but are far less common. In Australian and British practice, sections are designated as UB (Universal Beam) and UC (Universal Column), with dimensions in millimeters and weight in kg/m -- for example, 460UB67.1 is nominally 460 mm deep at 67.1 kg/m. European practice uses the IPE series (narrow-flange beams), HEA (light wide-flange), HEB (medium wide-flange), and HEM (heavy wide-flange), all dimensioned in millimeters.

A critical point that catches many engineers is that nominal depth does not equal actual depth. A W18x50 has an actual depth of 17.99 inches, which happens to be close. But a W14x730 -- the heaviest W14 -- has an actual depth of 22.42 inches, nearly 8 inches deeper than its "14-inch" name implies. This occurs because heavy W-shapes gain weight by increasing flange thickness (and therefore overall depth) while maintaining the same inner web-to-flange distance. The same phenomenon exists in all series: a 310UC158 is actually 327 mm deep, not 310 mm. For connection detailing, clearance checks, and floor-to-floor height calculations, always use the actual depth from the section property database, never the nominal designation.

The key dimensional properties for beam design are: overall depth (d), flange width (bf), flange thickness (tf), web thickness (tw), and weight per unit length. From these dimensions, section properties are derived: moment of inertia (Ix, Iy), section modulus (Sx, Sy, Zx, Zy), radius of gyration (rx, ry), and torsional properties (J, Cw). These derived properties drive every capacity calculation -- bending, shear, deflection, lateral-torsional buckling. Mill catalogs and section property databases are the authoritative sources for these values; handbook summaries are convenient but may be abbreviated or rounded.

Key points for section selection

When looking up or entering beam dimensions, keep the following in mind:

• Nominal depth is a label, not a measurement. Always use the actual depth (d) from the section database for connection design, clearance checks, and detailing.
• Not all sections are available in all markets. US mills roll a specific set of W-shapes; Australian mills roll a specific set of UBs and UCs. If you are designing in one region using sections from another region's catalog, confirm that the section can actually be procured. Imported sections may have longer lead times and higher costs.
• Section property source matters. Use the current edition of the relevant manual (AISC Steel Construction Manual, ASI Design Capacity Tables, CTICM/ArcelorMittal Orange Book). Properties can change between editions when remeasurement or re-rolling occurs.
• Flange and web thickness affect local buckling classification. Two beams with the same nominal depth but different weights have different flange and web slenderness ratios, which can change the section from compact to non-compact. This directly affects the available bending strength.
• Weight per unit length is approximate for self-weight calculations. The listed weight is a nominal value; actual weight varies within rolling tolerances (typically +/- 2.5%). For precise dead-load calculations on long spans, this tolerance can matter.
• Axis conventions vary by region. AISC uses X-X for the strong axis and Y-Y for the weak axis. Australian and European practice may label them differently. Always confirm which axis is which before entering Ix or Iy into a calculator.

For the full verification and documentation workflow, see How to verify calculator results.

Beam Span Reference — Preliminary Span Ranges by Depth

The following table provides preliminary maximum span ranges for simply supported W-shapes at typical floor loads (50 psf live load + 20 psf dead load, 10 ft beam spacing, A992 steel, L/360 deflection limit). These are for preliminary screening only — verify with the Beam Capacity Calculator.

Key: Lighter sections within each group govern the lower span range. The upper range applies to the heaviest sections in each group (e.g., W8x67 vs W8x10). These spans are based on bending strength; deflection governs for longer spans and lighter sections. For floor vibration-sensitive applications (offices, residential), limit spans to approximately 80% of these values per AISC Design Guide 11.

Span-to-Depth Ratios for Steel Beams

As a quick sanity check, typical steel beam span-to-depth ratios fall in these ranges:

A L/d ratio above 24 should prompt a deflection check. Below 12 suggests either a very heavy load or architectural depth limitation.

Section Selection Guidance by Application

Choosing the Right W-Shape for Your Application

Floor beams (typical 50 psf LL + 20 psf DL): W18 and W21 sections are the most efficient. For a 30 ft bay, W18x35 to W21x50 typically works. W16 sections give a shallower floor depth but require heavier weight per foot. W24+ sections add unneeded depth unless vibration is a concern.

Roof beams (20 psf LL + 15 psf DL): Lighter sections in the W12-W16 range are efficient. A 30 ft bay might use W16x26 to W18x35. Deflection from ponding (ASCE 7 Section 8.3) must be checked for flat roofs.

Columns: W10 and W12 sections are standard for light-to-moderate loads. W14 sections are used for heavy loads in multi-story frames. The nearly equal depth and flange width of W14 sections provides similar rx and ry, which is optimal for columns with biaxial bending.

Crane girders and heavy industrial: W30-W36 sections with compact flanges. Fatigue design per AISC 360 Appendix 3 may govern. W-shapes with thicker flanges (e.g., W40 series) are preferred.

AISC vs AS vs EN Comparison

While W-shapes (AISC), UB sections (AS 4100), and IPE/HEA beams (EN 1993) serve the same structural function, they differ in geometry, material grades, and design methodology:

Practical substitution guidance: An AS 4100 410UB53.7 is approximately equivalent to a W16x36 in depth and weight, but the section properties differ by 5-10% due to flange geometry and web thickness differences. IPE sections are notably deeper than W-shapes of the same weight — a IPE400 (400 mm deep) weighs about the same as a W16x36 (404 mm deep) but has 20% less flange width, making it more susceptible to lateral-torsional buckling. Always use the correct section properties — never assume equivalence.

European vs North American design approach: EN 1993 uses partial safety factors (gamma_M0 = 1.0 for cross-section, gamma_M1 = 1.0 for member buckling) rather than AISC's phi-factors. The net result is that EN 1993-1-1 often gives 5-10% higher nominal capacities than AISC 360 for the same section, but this is offset by higher imposed loads per EN 1991 (Eurocode 1). The two systems converge to comparable member sizes for typical building structures.

Regional standards

Reference pages organized by design code jurisdiction:

• Australian beam-sizes
• UK beam-sizes
• European beam-sizes

Frequently Asked Questions

Why does a W14x730 have an actual depth much greater than 14 inches? W-shapes are grouped by nominal depth, which corresponds to the approximate depth of the lightest section in the group. As weight increases within the same group, the mill adds material primarily to the flanges, increasing flange thickness and therefore overall depth. The W14 group ranges from the W14x22 (actual depth 13.74") to the W14x730 (actual depth 22.42"). The "14" in the name reflects the group origin, not the physical dimension.

What is the difference between W-shapes, UB sections, and IPE beams? These are different section series produced in different regions. W-shapes (AISC) have relatively wide flanges compared to their depth. UB sections (Australian/British) are broadly similar to W-shapes but follow a different size progression with metric dimensions. IPE beams (European) have narrower flanges relative to their depth, making them lighter per unit depth but more susceptible to lateral-torsional buckling. Each series has its own section property tables and cannot be directly substituted without recalculating all capacity checks.

How do I know if a particular section is available in my market? Contact your steel supplier or fabricator. Mills publish rolling schedules and stock lists that vary by region. Common sections (W10-W24 in the US, 200UB-610UB in Australia, IPE200-IPE600 in Europe) are widely stocked. Very heavy or very light sections, and those from foreign series, may require special ordering. For preliminary design, focus on commonly available sections to avoid procurement delays.

How much do actual dimensions vary from handbook values? Rolling tolerances are defined in ASTM A6 (US), AS/NZS 3679 (Australia), and EN 10034 (Europe). Typical tolerances for depth are +/- 3 mm for sections up to 600 mm deep. Flange width and thickness tolerances are similar in magnitude. These tolerances are accounted for in the published section properties (which represent nominal dimensions), but they can matter for fit-up in connections, especially at beam-to-column interfaces. Fabricators work to these tolerances, so always allow for them in detailing.

Where can I find a complete section properties database? The authoritative sources are: the AISC Steel Construction Manual (US), the ASI Design Capacity Tables for Structural Steel (Australia), the SCI "Blue Book" or Tata Steel sections database (UK), and the ArcelorMittal section catalog (Europe). Many of these are available in digital form. The section properties database on this site draws from published open-source data, but for procurement and stamped design, always verify against the current edition of the relevant manual.

Which W-shape is the most commonly used for floor beams? The W18x35, W18x40, and W18x50 are among the most commonly specified floor beam sections in North America for 30-35 ft bay sizes. The W18 depth (approximately 18 inches) provides an efficient span-to-depth ratio of 20-24, and the weight range (35-50 lb/ft) balances material cost with fabrication economy. For lighter loads or shorter spans, W16 sections (W16x26, W16x31) are common. For heavier loads or longer spans, W21 sections (W21x44, W21x50) are preferred. The W24x55 is a standard section for longer-span floor framing at 35-40 ft bays.

How do I read W-shape section property tables? AISC Manual Table 1-1 lists dimensions and properties for every W-shape. Key columns: d (nominal depth), bf (flange width), tf (flange thickness), tw (web thickness), A (cross-sectional area), Ix/Iy (moment of inertia about strong/weak axis), Sx/Sy (elastic section modulus), Zx/Zy (plastic section modulus), rx/ry (radius of gyration). For beam design, Zx determines plastic moment capacity (Mp = Fy x Zx). For deflection, use Ix (strong axis bending). For column buckling, use ry (weak axis radius controls). For connection design, use bf, tf, tw, and d to determine weld lengths or bolt gages. The weight column (lb/ft) is the theoretical weight based on A = 1.0 in^2 = 3.40 lb/ft.

Run This Calculation

→ Beam Capacity Calculator — moment, shear, and LTB checks per AISC 360, AS 4100, EN 1993, or CSA S16 for any W-shape from this table.

→ Beam Span Screener — quickly screen W-shapes against span and load to find the lightest adequate section.

→ Section Properties Calculator — full Ix, Sx, Zx, rx, ry database for all standard and custom shapes.

Related pages

• Section properties database
• Beam span table
• Beam capacity calculator
• Beam calculator
• Steel weight calculator
• Unit converter
• Tools directory
• Reference tables directory
• How to verify calculator results
• Disclaimer (educational use only)
• structural steel weight per foot table
• W14x48 properties
• W10x49 properties
• W8x31 properties

Related Tools & References

• Steel Beam Capacity Calculator — moment, shear and deflection checks per AISC 360
• Beam Deflection Calculator — simply supported and cantilever formulas
• Section Properties Calculator — Ix, Sx, Zx for any steel shape
• Steel Beam Load Tables — W-Shape UDL Capacity
• Beam Formulas — Moment, Shear & Deflection Equations
• Steel Beam Span Guide — W-Shape Span Ranges by Depth
• Lateral-Torsional Buckling — Lp, Lr, Cb
• Steel Fy & Fu Reference — Yield and Tensile Strength by Grade

Disclaimer (educational use only)

This page is provided for general technical information and educational use only. It does not constitute professional engineering advice, a design service, or a substitute for an independent review by a qualified structural engineer. Any calculations, outputs, examples, and workflows discussed here are simplified descriptions intended to support understanding and preliminary estimation.

All real-world structural design depends on project-specific factors (loads, combinations, stability, detailing, fabrication, erection, tolerances, site conditions, and the governing standard and project specification). You are responsible for verifying inputs, validating results with an independent method, checking constructability and code compliance, and obtaining professional sign-off where required.

The site operator provides the content "as is" and "as available" without warranties of any kind. To the maximum extent permitted by law, the operator disclaims liability for any loss or damage arising from the use of, or reliance on, this page or any linked tools.

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