Uniformly distributed load (UDL) with animated span length, plus a moving point load — reactions, shear force and bending moment recompute in real time from statics.
Page created by Hirenkumar Patel · for learning purposes only — not for construction use
UDL (w) Moving point load (P) Shear +ve Shear −ve Moment +ve (sagging) Moment −ve (hogging)
Suggested sections are the lightest standard AS/NZS 3679.1 Universal Beam, Parallel Flange Channel, and Tee (cut from a Universal Beam) that satisfy AS 4100 member moment capacity φMbx = φ·αm·αs·Ms (Cl 5.6) and shear capacity φVv = φ·0.6·fy·d·tw (Cl 5.11) against the Mmax/Vmax above, assuming full-span uniform restraint spacing Le as set, φ = 0.9, and section properties computed from nominal AS/NZS 3679.1 dimensions via standard thin-walled formulas (root fillets neglected; warping constant taken as zero for the mono-symmetric PFC and T, a conservative simplification). Mmax/Vmax are used directly as design action effects — apply your own load factors upstream if these represent unfactored loads. This is a preliminary sizing aid, not a certified design — verify against the current AS 4100 and ASI Design Capacity Tables before construction.
Independent of the beam loads above — set your own design axial compression N* and column effective length Le (same value assumed about both axes). Checks the lightest UB and PFC satisfying AS 4100 Section 6: section capacity φNs = φ·kf·Ag·fy and member capacity φNc = φ·αc·Ns (Cl 6.3.3), governed by whichever axis (x or y) gives the lower αc. Assumes kf = 1 (non-slender section) and member section constant αb = 0 (standard for hot-rolled open sections) — both reasonable for these grades/sizes but verify for your exact section. PFC columns: this checks simple flexural buckling only; mono-symmetric channels loaded through the centroid can be governed by flexural-torsional buckling (AS 4100 Cl 6.3.4) instead, which is not checked here — restrain against twist or verify separately.
Rectangular beam design to AS 3600-2018, using the beam's Mmax/Vmax above directly as M*/V* (apply your own load factors upstream). Flexure: rectangular stress block (Cl 8.1.3, α2 = 0.85−0.0015f'c, γ = 0.97−0.0025f'c, both ≥0.67), φ = 0.85 (Table 2.2.2(b)), minimum steel per Cl 8.1.6.1 (αb = 0.20, one-way case). Designed singly-reinforced up to the ku = 0.36 ductility limit (Cl 8.1.5); when M* exceeds that, compression steel Asc (assumed N16, d' = cover+ligature+½bar dia) is added automatically to hold ku at 0.36, with its stress fsc from strain compatibility (εsc = 0.003·(1−d'/kud), net of displaced concrete) and a balancing tension steel increment. Shear: simplified method (Cl 8.2.4.3) with kv = 0.15, θv = 36°, φ = 0.75, minimum stirrups per Cl 8.2.1.7 (0.08√f'c·b/fsy.f), N12 2-leg stirrups assumed, fsy = 500 MPa main and shear steel. Assumes 40 mm cover, R10/N10 ligatures, N20 main tension bar for effective-depth estimation. This is a preliminary sizing aid only — deflection, crack control, development length/anchorage, torsion and detailing are not checked; verify against the current AS 3600 before construction.