What prerequisites do I need for Section Properties Tool Guide?

You should be familiar with the relevant structural steel design code, have your project loads and geometry defined, and understand the limit states you need to check. The guide walks through each step with code references — have the applicable code edition available for verification.

Can I apply this guide to any steel design project?

The guide covers standard design procedures that apply broadly to steel structures. However, project-specific conditions (unusual geometry, dynamic loading, high-temperature service, fatigue, seismic demand) may require additional checks beyond the scope of this guide. Always consult the full code text for your project.

How do I verify the results from this guide?

Use the free calculators on Steel Calculator to run each check independently with your specific inputs. Cross-check against hand calculations using the referenced code clauses. A licensed Professional Engineer must review and stamp all final designs.

How to Use the Section Properties Lookup — Step-by-Step Tutorial

The section properties lookup gives you instant access to the geometric properties of over 500 hot-rolled steel sections across four regional standards. Whether you need to find the plastic modulus Zx for a W-shape in AISC design, check the radius of gyration ry for an Australian UB section, or compare the mass per meter of IPE vs HEA shapes for a European project, the lookup is the starting point.

This tool is a reference surface — it displays published section data, not calculated capacities. Think of it as the digital version of the section tables in the AISC Steel Construction Manual, the ASI Design Capacity Tables, the SCI Blue Book, or the CISC Handbook. Once you identify candidate sections, you transfer the properties to the capacity calculators (beam, column, connection) for actual code checks.

This guide covers searching, filtering, sorting, unit toggling, and interpreting the property cards across the four regional databases. By the end, you should be able to find the sections you need in under 30 seconds.

Before You Open the Lookup

Know these things about your project:

Design region: US (AISC), AU/NZ (AS 4100 / NZS 3404), EU (EN 1993), or CA (CSA S16). This determines which section database loads.
Shape family: Beam (W, UB, IPE, HEA), column (W, UC, HEB, HEM), channel (C, PFC, UPN, UPE), hollow structural section (HSS, RHS, CHS, SHS), or angle (L). If you are unsure, leave the filter open and browse.
Designation prefix: The naming convention for your region. US W-shapes are designated as Wn x weight (W12x65). Australian UB sections are designated as depth + UB + mass (310UB40.4). European IPE sections are IPE + depth (IPE300). Canadian sections follow the US convention with metric depth and mass in kg/m (W310x60).
Controlling property: Is the design governored by stiffness (need high Ix), strength (need high Zx or Sx), or self-weight (need low mass/meter)? Sorting by the right property avoids scrolling through the entire table.

Step-by-Step Walkthrough

Step 1 — Select the Region Tab

The region selector at the top of the page loads the appropriate section database:

US (AISC): The American Institute of Steel Construction database. Contains W-shapes (wide flange), S-shapes (standard beams), HP-shapes (bearing piles), C and MC channels, L angles, and HSS (round, square, and rectangular). Section properties follow the AISC Steel Construction Manual 16th Edition. W-shapes use the designation format Wdepth x weight in pounds per foot (e.g., W12x65 means ~12 inches deep, 65 lb/ft). The database includes approximately 300 W-shapes alone, from W4x13 to W44x335.

AU/NZ (AS 4100 / NZS 3404): The Australian/New Zealand database. Contains UB (universal beams), UC (universal columns), PFC (parallel flange channels), EA and UA (equal and unequal angles), RHS and SHS (rectangular and square hollow sections), and CHS (circular hollow sections). Section properties follow AS/NZS 3679.1 and AS/NZS 1163 for hollow sections. UB designations follow the format depth + UB + mass in kg/m (e.g., 310UB40.4 means ~310 mm deep, 40.4 kg/m). The database includes the full suite of OneSteel/Liberty Steel standard sections.

EU (EN 1993): The European database. Contains IPE (I-shaped parallel flange), HEA (wide flange, light series), HEB (wide flange, normal series), HEM (wide flange, heavy series), UPN and UPE channels, and hot-finished hollow sections per EN 10210. Section properties follow the Euronorm series (EN 10365 for I and H sections, EN 10210 for hollow sections). IPE designations use the format IPE + depth in mm (e.g., IPE300 means 300 mm deep). The database includes the full range from IPE80 to IPE600 and HEA100 to HEA1000.

CA (CSA S16): The Canadian database. Contains W-shapes (metric designation, e.g., W310x60), HP-shapes, C and MC channels, L angles, and HSS per CSA G40.21. Section properties follow the CISC Handbook of Steel Construction 12th Edition. Canadian W-shapes use metric depth and mass (e.g., W310x60 means 310 mm nominal depth, 60 kg/m) and map to the same physical sections as US W-shapes (W310x60 ~ W12x40 in imperial).

Step 2 — Filter by Shape Family (Optional but Recommended)

The shape family filter narrows the table to a manageable size. With over 500 sections across all shape types, the unfiltered table is long. Common filter choices:

Beams: W, S, UB, IPE, HEA. Select this when designing a flexural member (floor beam, roof beam, girder). Beams typically have deeper sections and higher Ix-to-mass ratios than columns.
Columns: W, HP, UC, HEB, HEM. Select this when designing a compression member. Columns tend to be squarer (d ~ bf) with higher ry (weak-axis radius of gyration) to resist buckling in both directions. HEM sections (heavy European columns) have very thick flanges and webs for heavy axial loads.
Channels: C, MC, PFC, UPN, UPE. Used for bracing, girts, purlins, lintels, and built-up members. Channels are asymmetric (one axis of symmetry) and have lower torsional stiffness than closed sections.
Hollow sections (HSS/RHS/CHS/SHS): Used for columns in exposed steelwork, truss chords and webs, and bracing. HSS have high torsional stiffness (J) and are efficient in compression because ry ~ rx. Square HSS are particularly popular for architectural columns.
Angles: L, EA, UA. Used for bracing, truss webs, lintels, and connection elements. Single angles are asymmetric and require principal-axis bending checks.

Step 3 — Search by Designation

The search box accepts partial designation entries and filters the table in real time. Examples:

Type "w12" to show all W12 sections (W12x14 through W12x336) for US.
Type "310ub" to show all 310UB sections (310UB32 through 310UB46.2) for AU.
Type "ipe3" to show all IPE300, IPE330, IPE360 for EU.
Type "hss 6x6" to show all HSS 6x6 sections (various wall thicknesses) for US/CA.

The search works on the full designation string. It does not search by property values (you cannot search "Ix > 500"). Use the sorting feature to rank by property values instead.

Step 4 — Sort by the Controlling Property

Column headers are clickable for ascending/descending sort. This is the fastest way to shortlist sections. Common sorting strategies:

Sort by Ix (descending): When deflection controls your beam design. The sections with the highest Ix appear at the top. Compare depth (d), mass, and Zx of the top candidates. A W18x86 (Ix = 1,530 in^4) may be a better choice than a W21x62 (Ix = 1,330 in^4) if the serviceability check demands higher stiffness, even though the W21 section is lighter. But the W24x76 (Ix = 2,100 in^4, 76 lb/ft) could provide substantially more stiffness for only slightly more weight.
Sort by Zx (descending): When flexural strength controls and deflection is satisfied. The plastic modulus directly determines the LRFD moment capacity: phi*Mn = 0.90 * Fy _ Zx. For a W12x65 (Zx = 96.8 in^3): Mn = 0.90 _ 50 * 96.8 = 4,356 kip-in = 363 kip-ft. Compare Zx values directly to rank sections by bending strength.
Sort by mass per unit length (ascending): When self-weight is a concern — typical for long-span roof beams where dead load dominates the total load, or when comparing material cost. The lightest section that satisfies strength and serviceability is usually the most economical. Note that mass and Zx are roughly correlated (heavier section = higher Zx), but shape efficiency varies — for the same mass, an IPE section typically provides higher Ix than an HEA section because the IPE is deeper with thinner flanges.
Sort by ry (descending): When weak-axis buckling controls a column design. Sections with high ry (radius of gyration about the weak axis) are more efficient in compression because the slenderness ratio KL/r is lower. For a 10-foot column with K=1.0: if ry = 1.5" (W10x33), KL/r = 120/1.5 = 80. If ry = 2.5" (W10x49), KL/r = 120/2.5 = 48. The lower slenderness ratio increases the available compressive strength significantly (per AISC Chapter E, phi*Pn drops rapidly as KL/r increases beyond about 100).

Step 5 — Toggle Between Metric and Imperial Units

The unit toggle changes the display units for all properties:

Area: in^2 ↔ mm^2 (1 in^2 = 645.16 mm^2)
Ix, Iy: in^4 ↔ mm^4 (1 in^4 = 416,231 mm^4)
Sx, Sy, Zx, Zy: in^3 ↔ mm^3 (1 in^3 = 16,387 mm^3)
rx, ry: inches ↔ mm (1 in = 25.4 mm)
Mass: lb/ft ↔ kg/m (1 lb/ft = 1.488 kg/m)
Dimensions (d, bf, tw, tf): inches ↔ mm

Important: The toggle changes display only. The underlying section data is stored in its native units (US sections in imperial, AU/EU/CA in metric). When you toggle, the calculator applies the conversion factor. Avoid toggling back and forth multiple times during a design — pick the unit system for your project and stick with it. If you are designing per AISC with US units, keep the display in imperial and use kip-in for moment calculations. If you are designing per AS 4100, keep it in metric and use kN-m.

Step 6 — Inspect the Section Property Card

Click any row to expand the detailed property card. This shows all published properties for the section:

Dimensions: Depth (d), flange width (bf), flange thickness (tf), web thickness (tw). These control local slenderness (bf/2tf for flange, h/tw for web) and are used to determine the section classification (compact, non-compact, slender) per AISC Table B4.1b.
Strong-axis properties: Ix, Sx, Zx, rx. Used for major-axis bending checks (beam flexure, beam-column interaction).
Weak-axis properties: Iy, Sy, Zy, ry. Used for minor-axis bending, lateral-torsional buckling (ry appears in the Lp and Lr formulas), and column buckling about the weak axis.
Torsional properties (where available): J (St. Venant torsion constant), Cw (warping constant). These are critical for lateral-torsional buckling analysis. For open sections (W-shapes), Cw dominates the LTB resistance; for closed sections (HSS), J dominates. Note: J and Cw are not always published for all sections — some older databases or non-standard shapes may omit these values.
Surface area: The paintable surface area per unit length (m^2/m or ft^2/ft). Useful for estimating coating quantities and fireproofing coverage.
Section diagram: A scale drawing showing the cross-section shape. This confirms that the section family matches your expectation — a HEA section looks different from an IPE section, even if both are ~200 mm deep.

Step 7 — Transfer Properties to a Capacity Calculator

Once you identify candidate sections, transfer the properties to the appropriate calculator:

Beam design: Open the Beam Capacity Calculator. Enter the section designation (the calculator looks up the full property set automatically). Enter your span, loading, unbraced length, and Fy. The calculator uses Ix, Sx, Zx, ry, J, and Cw from the database.
Column design: Open the Column Capacity Calculator. Enter the section designation, unbraced lengths (KLx and KLy), and yield strength. The calculator uses rx and ry for the slenderness ratio and the section classification for the buckling curve.
Connection design: Open a connection calculator (Bolted, Welded, Gusset, Splice). Enter the section designation for the beam and column. The calculator uses d, bf, tw, tf for bolt gage and weld access dimensions.

The section properties lookup and the capacity calculators share the same database. Any section you see in the lookup table is available in the capacity calculators.

Worked Example: Selecting a Roof Beam Section

Scenario: A simply supported roof beam spanning 30 feet, carrying a factored UDL of 1.8 kip/ft (LRFD). Top flange continuously braced by metal deck (Lb = 0). A992 steel (Fy = 50 ksi). Deflection limit: L/240 under live load of 1.0 kip/ft (unfactored). Select a W-shape using AISC 360-22.

Step 1 — Region and shape family: Select US region. Filter to "Beams" (W-shapes).

Step 2 — Estimate required Zx: Required Mu = wuL^2/8 = 1.830^2/8 = 202.5 kip-ft = 2,430 kip-in. Required Zx = Mu / (phiFy) = 2,430 / (0.9050) = 54.0 in^3. Any section with Zx >= 54 in^3 satisfies the strength check.

Step 3 — Sort by Zx descending: Scan down the list. Possible candidates:

W12x40: Zx = 57.0 in^3, Ix = 310 in^4, mass = 40 lb/ft. Satisfies strength.
W14x38: Zx = 61.5 in^3, Ix = 385 in^4, mass = 38 lb/ft. Lighter than W12x40 but stiffer.
W16x36: Zx = 64.0 in^3, Ix = 448 in^4, mass = 36 lb/ft. Even lighter and stiffer.
W18x35: Zx = 66.5 in^3, Ix = 510 in^4, mass = 35 lb/ft. Lightest of the group.

Step 4 — Check deflection for each candidate (approximate): The live load deflection is approximately delta = 5wLL^4/(384EI). For L=360", wL=1.0 kip/ft=0.0833 kip/in, E=29,000 ksi:

W12x40: delta = 50.0833360^4/(38429,000310) = 50.08331.68e10/(38429,000310) = target/denom = approx 1.40". Limit = 360/240 = 1.50". OK at DCR = 0.93.
W18x35: delta = 50.08331.68e10/(38429,000510) = approx 0.85". DCR = 0.57. More conservative for deflection.

Step 5 — Weigh depth vs weight: W18x35 is deeper (17.7") than W12x40 (11.9") but lighter (35 vs 40 lb/ft). For a roof beam, depth is usually not constrained — choose W18x35 for better economy. If depth is limited (e.g., ceiling height or MEP coordination), W12x40 satisfies with adequate capacity.

Step 6 — Open the Beam Capacity Calculator: Enter W18x35, span = 30 ft, wu = 1.8 kip/ft, Lb = 0, Fy = 50 ksi, Cb = 1.14 (simply supported UDL). Run the check. Verify Zx = 66.5 in^3 matches the lookup. The calculator confirms: flexural DCR ~ 0.81, deflection DCR ~ 0.57. The section passes with margin for any construction-phase temporary loads.

Common Pitfalls

Using the wrong region's database for your design code. Australian UB sections are typically Grade 300 (Fy = 300 MPa / 320 MPa for flange). If you select a 310UB40.4 from the AU database but then check it in a calculator using AISC phi factors (which assume A992 Fy = 50 ksi), the capacity will be incorrect. Always match the region in the lookup to the design code in the calculator.
Confusing Sx and Zx. The elastic section modulus Sx is used for ASD (allowable stress) design and for computed elastic stresses. The plastic section modulus Zx is used for LRFD plastic moment capacity. For a W12x65: Sx = 87.9 in^3, Zx = 96.8 in^3. If you use Sx (87.9) instead of Zx (96.8) for LRFD flexural capacity: Mn = FyZx = 5096.8 = 4,840 kip-in vs FySx = 5087.9 = 4,395 kip-in, a 10% difference. The calculator uses Zx automatically for LRFD and Sx for ASD — but if you are hand-checking the result, verify which modulus was used.
Assuming Ix is proportional to Zx. It generally is (deeper section = higher Ix AND higher Zx), but not strictly. A W21x62 (Ix = 1,330 in^4, Zx = 144 in^3) has 45% more Ix than a W14x90 (Ix = 917 in^4) but only 8% less Zx (144 vs 157 in^3). The W21 section is more efficient for deflection-controlled designs; the W14 section is more efficient for strength-controlled designs. Use the property that governs YOUR design — do not assume heavier = better.
Not checking the section classification (compact/non-compact/slender). A W14x90 has bf/2tf = 6.03 and h/tw = 31.5, both below the lambda_p limits for A992 steel (9.15 and 90.6 respectively), so it is compact. A W30x99 (bf/2tf = 6.84, h/tw = 49.6) is also compact. But slender sections (h/tw > 137 for webs) have reduced flexural capacity due to local buckling. The lookup table shows the key dimensions; the capacity calculators apply the correct classification and compute the effective section properties if the section is non-compact or slender.
Not verifying the actual dimensions against the nominal designation. A W12x65 is not actually 12 inches deep — the nominal depth is 12.1 inches. A 310UB40.4 is not exactly 310 mm deep — the actual depth is 304 mm. The differences are typically 2-5% and affect fit-up clearances, particularly when welding stiffeners between the flanges. The detailed property card shows the actual as-rolled dimensions. Always use the actual dimensions for detailing, not the nominal depth in the designation.

Frequently Asked Questions

What changes when I switch regions in the lookup? The region tab swaps the published table set and the available shape families. It does not convert one standard's sections into another's, and it does not infer equivalence between regions. A US W12x65 and a Canadian W310x97 are different designations for the same physical section, but the lookup treats them as separate entries in separate databases. Switching the region and re-searching is the correct workflow for cross-referencing sections between standards.

Does the lookup include cold-formed steel sections (C, Z, hat sections)? The current database covers hot-rolled structural steel sections and hot-finished hollow sections. Cold-formed steel sections (lipped channels, Z-purlins, hat sections per AISI S100) have different property databases and different design rules (effective width method for local buckling, distortional buckling checks). These are not currently included in the section properties lookup.

Why are J and Cw missing for some sections? The torsional constant J and warping constant Cw require more complex geometric calculations than the axis properties (I, S, Z). Some older section databases did not publish these values, and the software that generates the section tables may not compute J and Cw for all shape families. For W-shapes and UB/UC sections in the US and AU databases, J and Cw are generally available. For channels and angles, they are sometimes omitted. If your design requires J and Cw (for LTB or torsional analysis) and the values are not in the lookup, you may need to compute them from first principles or consult the original mill certificate.

Can I add custom sections to the database? The lookup displays the published section database only. You cannot add custom entries through the lookup interface. For built-up or non-standard sections, use the Moment of Inertia Calculator to compute Ix and Iy, then enter those values manually into the capacity calculators.

How do I find the equivalent section in a different regional standard? There is no built-in equivalence table. To cross-reference: (1) note the key properties of your reference section (d, bf, mass, Ix, Zx), (2) switch to the target region, (3) filter to the similar shape family, (4) sort by depth and compare mass and Ix. For example, a UK 356x171x51 UB (depth=355mm, bf=171.5mm, 51 kg/m, Ix=14,140 cm^4) is roughly comparable to a European IPE360 (depth=360mm, bf=170mm, 57.1 kg/m, Ix=16,270 cm^4). They are not identical — the IPE is deeper and stiffer — but they serve similar structural roles. Always verify equivalence by comparing at least d, bf, Ix, and mass.

Run This Calculation

→ Section Properties Lookup — search 500+ steel sections across US, AU/NZ, EU, and CA databases. Filter, sort, compare, and transfer properties to capacity calculators.

→ Beam Capacity Calculator — flexure (yielding + LTB), shear, and deflection checks using the selected section's properties.

→ Column Capacity Calculator — axial compression and flexural buckling checks per AISC 360, AS 4100, EN 1993, and CSA S16.

→ Moment of Inertia Calculator — compute Ix and Iy for built-up and non-standard sections not in the database.

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.

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