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ACI Column · AISC Beam LTB · AISC Connections

Phase 2 US calculators — ACI 318-19 tied column, AISC 360-22 beam with lateral-torsional buckling, bolt shear and weld capacity

① ACI 318-19 Tied Column — Simplified Axial Capacity

Column Inputs

f'c (psi)

fy (psi)

b (in.)

h (in.)

Ast — total steel area (in²)

e.g. 8–#7 = 8×0.60 = 4.80 in²

Pu (kip)

Mu (kip-ft)

Column Results

Ag (in²)—

ρg = Ast/Ag—

φ (tied)0.65

φPn0 (kip) §22.4.2.1—

e = Mu·12/Pu (in.)—

DCR = Pu/φPn0—

§22.4.2.1φPn0=φ·0.80·[0.85f'c·(Ag−Ast)+fy·Ast] — tied φ=0.65

§10.6.1.1ρg = 0.01 to 0.08

NoteFull P-M interaction requires strain-compatibility iteration per §22.4

Step-by-Step

② AISC 360-22 Beam Flexure — Lateral-Torsional Buckling (Chapter F)

Section & Unbraced Length

Steel (A992 Fy=50 ksi)

Zx (in³)

Sx (in³)

ry (in.)

rts (in.) — §F2

J (in⁴)

Lb (ft) — unbraced

Cb — moment gradient §F1

1.0 = conservative; max ~2.27

Required Mu (kip-ft)

LTB Results

Mp = Fy·Zx (kip-in)—

Lp Eq.F2-5 (ft)—

Lr Eq.F2-6 (ft)—

LTB Regime—

Mn (kip-in)—

φMn (kip-ft)—

DCR = Mu/φMn—

Eq.F2-5Lp=1.76·ry·√(E/Fy)

Eq.F2-2Mn=Cb·[Mp−(Mp−0.7FySx)·(Lb−Lp)/(Lr−Lp)] ≤ Mp

W24×68Zx=177, Sx=154, ry=1.87 → φMn≈663 kip-ft at Lb=0

③ AISC 360-22 Connections — Bolt Shear & Fillet Weld

Bolt Group

Bolt type

Diameter (in.)

No. of bolts

Shear planes

Connected plate Fu (ksi)

Connected plate thickness t (in.)

Fillet Weld

Weld size (in.)

Weld length (in.)

Electrode FEXX (ksi)

Connection Results

BOLTS

Ab (in²)—

Fnv (ksi) Table J3.2—

φRn shear (kip)—

φRn bearing (kip)—

φRn governing (kip)—

WELD

te = 0.707·w (in.)—

Aw = te·L (in²)—

φRn weld (kip)—

§J3.6Bolt shear: Rn=Fnv·Ab (A325 Fnv=54; A490 Fnv=68 ksi)

§J3.10Bearing: Rn=2.4·Fu·d·t

Eq.J2-3Weld: Rn=0.60·FEXX·Aw; φ=0.75

· US-AISC360-22.v1

Preliminary tools. Full P-M interaction diagram, connection block shear (§J4.3), and weld group eccentricity require additional checks per the full AISC 360-22 specification. Review by a licensed PE required.