Interactive LRFD Calculators

Every calculator cites the AISC 360-22 section it implements. Inputs persist within the session.

Tension Member Design

AISC §D2, §D3

FyksiFuksiAg (gross area)in²An (net area)in²U (shear lag, Table D3.1)Pu (required)kips

Ae = U·An3.42 in²

φ Pn (yielding) = 0.90 Fy Ag213.8 kips

φ Pn (rupture) = 0.75 Fu Ae166.9 kips

Governing φ Pn166.9 kipsOK

Compression Member Design

AISC §E3

FyksiEksiAgin²r (radius of gyration)inLc = K·LinPukips

Lc/r96.6

Fe = π²E/(Lc/r)²30.64 ksi

Regime (limit 113.4)Inelastic

Fcr25.26 ksi

φc Pn = 0.90 Fcr Ag201.2 kipsOK

Beam Flexure — LTB Zones 1/2/3

AISC §F2.1, §F2.2

AISC shape

Loading the AISC Shapes Database v16.0…

FyksiEksiLb (unbraced length)ftCb (§F1, lateral-torsional modification)Mu (required)kip-ft

Manual section properties

Zxin³Sxin³ryinrtsinhoinJin⁴

Lp = 1.76 ry √(E/Fy)4.49 ft

Lr (Eq. F2-6)12.77 ft

Mp = Fy·Zx326.7 kip-ft

Mn303.4 kip-ft

φb Mn = 0.90 Mn273.1 kip-ftOK

Zone 1Zone 2Zone 3

0Lp = 4.5 ftLr = 12.8 ft19 ft

Zone 2 — Inelastic LTB AISC §F2.2 (F2-2)

Lp < Lb ≤ Lr: straight-line interpolation between Mp and 0.7 Fy Sx, amplified by Cb but capped at Mp.

Lb = 6.00 ft compared with Lp = 4.49 ft and Lr = 12.77 ft.

Doubly-symmetric compact I-shapes, strong-axis bending, c = 1.0. Non-compact flanges (§F3), channels (c per Eq. F2-8a) and other families need the corresponding section of Chapter F.

Beam Shear

AISC §G2.1

Fyksid (depth)intw (web thickness)inVukips

Aw = d·tw5.638 in²

φv Vn = 1.00·0.6·Fy·Aw (Cv1=1)169.2 kipsOK

Combined Axial + Bending

AISC §H1.1

Pr (required axial)kipsPc = φPnkipsMrxkip-ftMcx = φMnxkip-ftMrykip-ftMcy = φMnykip-ft

Pr/Pc0.300

Equation H1-1a0.776 OK

Bolt Shear / Bearing / Tearout

AISC §J3.7, §J3.11

Fnv (bolt nominal shear)ksidb (bolt diameter)inNumber of bolts nPly thickness tinFu (connected ply)ksilc (clear edge dist.)in

Ab0.601 in²

φ Rn (shear, all bolts)97.4 kips

φ Rn (bearing, all bolts)182.7 kips

φ Rn (tearout, all bolts)195.8 kips

Governing φ Rn97.4 kips

Fillet Weld Strength

AISC §J2.4

Leg size winEffective length LinFEXX (electrode)ksiPukips

te = 0.707·w0.177 in

φ Rn = 0.75·0.6·FEXX·te·L33.4 kipsNG

Longitudinal loading only. Use Instantaneous Center / directional strength increase for angled loads.

Base Plate Concrete Bearing

AISC §J8

Pukipsf'cksiB (plate width)inN (plate length)in√(A2/A1) ratio (≤ 2)

A1 = B·N196.0 in²

φc Pp612.6 kipsOK

Beam Deflection (Simply Supported, UDL)

AISC Design Guide / serviceability

w (service)kip/ftL (span)ftEksiIxin⁴Limit L/

Δ = 5wL⁴/(384 E I)1.232 in

Allowable = L/3601.000 inNG

Outputs are educational. Instructor should verify with the official AISC Steel Construction Manual.

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