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Find the lightest sections that satisfy your requirements. Leave a field blank to ignore it. Capacities follow AS 4100 using each section's default grade.

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Universal Beams Universal Columns Universal Bearing Piles Parallel Flange Channels Taper Flange Beams Welded Beams Welded Columns Equal Angles Unequal Angles Beam Tees (BT) Column Tees (CT) Circular Hollow Sections Square Hollow Sections Rectangular Hollow Sections C Purlins (Cees) Z Purlins (Zeds)

Min. φM_bx (kNm) iRequired design member moment capacity about the major axis, i.e. at least M*. Sections without bending capacities (angles, tees) are excluded when this is set. Effective length for φM_b, L_e (m) iBeam effective length l_e = k_tk_lk_rl (Cl. 5.6.3), where l is the segment length between F or P restraints. For simply supported beams with web-cleat ends and load at the shear centre, l_e ≈ span. Use the lateral restraint calculator to work out k_t, k_l and k_r. Enter 0 for full lateral restraint (φM_b = φM_s). α_m iMoment modification factor α_m (Cl. 5.6.1.1). For segments restrained at both ends, 1.0 (uniform moment) is conservative; typical values are 1.13 for a simply supported UDL and 1.35 for a central point load. Cantilevers use Table 5.6.2: 0.25 for an end moment (less than 1.0), 1.25 for a tip load and 2.25 for a UDL. Range 0.25 to 2.5. Min. φN_c (kN) iRequired design member capacity in axial compression, at least N*. The minimum of the x- and y-axis capacities (v-axis for angles) is used. Column L_e, both axes (m) iEffective length l_e = k_el (Cl. 4.6.3, Fig. 4.6.3.2). Idealised k_e: braced members – fixed/fixed 0.7, fixed/pinned 0.85, pinned/pinned 1.0; sway members – fixed/rotation-fixed 1.2, fixed/free (cantilever) 2.2, pinned/rotation-fixed 2.2. Members in frames: Fig. 4.6.3.3. Enter 0 for section capacity φN_s. Min. φV_v (kN) iRequired web shear capacity (Cl. 5.11), at least V*. For a simply supported beam with UDL w*, V* = w*L/2. Min. I_x (10⁶ mm⁴) iRequired second moment of area for deflection. Simply supported UDL: I_x ≥ 5wL⁴/(384Eδ). With w (serviceability load) in kN/m, L in m and δ in mm: I_x (10⁶ mm⁴) = 5wL⁴/(76.8δ). Typical limits are span/250 to span/360 or tighter for brittle finishes (see AS/NZS 1170.0 Appendix C). Max. depth (mm) iMaximum overall depth, e.g. to suit ceiling space or a lintel depth. Max. mass (kg/m) iUpper limit on mass per metre, e.g. for handling or a lightweight solution.

Tip: for a simply supported beam with span L and design UDL w*, M* = w*L²/8 and the deflection limit gives I_x ≥ 5w_sL⁴/(384E·δ_max).

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Preliminary design aid only, not a substitute for a qualified engineer. See the disclaimer and data sources.

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Universal Beams
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C Purlins (Cees)
Z Purlins (Zeds)

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Data is provided free for general information. Section properties are calculated from nominal dimensions and design capacities follow AS 4100:2020 as summarised on each page. Always verify against current manufacturer literature and the relevant Standard before use in design. See the disclaimer.