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AISC 360-22 — Structural Steel Design

Tension members (Ch. D) · Column buckling (Ch. E) · Combined axial + bending (Ch. H) · LRFD (φ) and ASD (Ω) · W-shapes

① Tension Member — Chapter D

Inputs

Steel grade

Ag (gross area) in²

An (net area) in²

Shear lag U Table D3.1

Required Pu kip

Tension Results

Ae = U·An in²—

Pn(yield) = Fy·Ag §D2(a)—

φPn(yield) kip—

Pn(rupture) = Fu·Ae §D2(b)—

φPn(rupture) kip—

φPn (governing) kip—

Governs—

DCR = Pu/φPn—

② Column Buckling — Chapter E

Inputs

Steel grade

Ag in²

r (governing) in.

KL (effective length) ft

Required Pu kip

Column Results

KL/r slenderness—

Fe (Euler) Eq.E3-4 ksi—

4.71√(E/Fy) limit—

Fcr ksi—

Regime—

φPn kip—

DCR = Pu/φPn—

③ Combined Axial + Bending — Chapter H

Inputs (required forces)

Pr (axial) kip

Mrx kip-ft

Mry kip-ft

Available capacities

Pc = φPn kip

Mcx = φMnx kip-ft

Mcy = φMny kip-ft

Interaction Check

Pr/Pc—

Governing equation—

DCR (≤ 1.0 OK)—

Eq.H1-1aPr/Pc ≥ 0.2: Pr/Pc + 8/9·(Mrx/Mcx + Mry/Mcy) ≤ 1.0

Eq.H1-1bPr/Pc < 0.2: Pr/(2Pc) + (Mrx/Mcx + Mry/Mcy) ≤ 1.0

General References

Ch. DTension: φ=0.90 yield, φ=0.75 rupture. Pn=Fy·Ag or Fu·Ae.

Ch. ECompression: φ=0.90. Fe=π²E/(KL/r)². Inelastic: Fcr=(0.658^(Fy/Fe))·Fy.

Ch. HCombined: H1-1a/H1-1b interaction equations.

Engine: us-codes.js · US-AISC360-22.v1 ·

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Preliminary calculation tool. W-shape properties from AISC Steel Construction Manual 16th ed. Final design requires the full AISC 360-22 specification and review by a licensed PE.