AISC 360-22 · Imperial-native · Free

AISC 360-22 connection design.
Imperial-native. Free.

Bolt capacity, fillet weld sizing, and full portal frame design — calculated in ft, in, and kips. Built for US structural engineers, not converted from metric.

→ Bolt Capacity Calculator Weld Sizing Calculator
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AISC 360-22 Ch. J3

Bolt Capacity Calculator

Single-bolt φRn shear, tension, bearing, and tearout. A307, A325-N/X, A490-N/X, F3125 grades. Diameters ½″–1½″. Utilisation bar and governing mode.

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AISC 360-22 §J2

Fillet Weld Sizing

φRn per inch with directional strength increase. E60XX–E100XX electrodes. Min/max leg size checks per §J2.2b and Table J2.4. Load angle 0°–90°.

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NEW
AISC DG-4 · DG-1 · LRFD

Endplate Moment + Baseplate

4-bolt extended endplate moment (DG-4 Eq. 3.2 yield-line Yp) + column baseplate (DG-1 cantilever model). A325/A490 bolt escalation. ASTM F1554 anchor rods. E70XX welds.

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SAMPLES
AISC 360-22 · 3 worked examples

Download real outputs

Warehouse portal frame (A325-N endplate), composite office (§I3 shear studs), crane runway (App. 3 fatigue). Shop drawing PDF, connection report, BOM Excel, DSTV NC1, IFC 4.

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NEW
Imperial · $120/hr default · shareable URL

US ROI Calculator

Enter project tonnage, connection count, and detailer rate. Get a live dollar savings estimate with a shareable link for your CFO or PM — email breakdown included.

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What's your time worth?

US structural engineers bill at $120–$180/hr. Manual AISC connection checks take 2–4 hours per joint. FrameAI runs the same check in under 60 seconds — and gives you a PDF you can stamp.

→ Calculate your firm's savings
$360
saved per connection check at $120/hr average.
One check pays for a year of Pro.
60s
end-to-end: PDF in → fabrication drawing out.
No manual section lookups, no spreadsheet juggling.
AISC
360-22, ASCE 7-22, and ACI 318-22 built in.
Not Eurocode — actual US code.

Worked Example — US Warehouse Portal Frame

A992 Gr. 50 wide flanges · A325-N bolts · E70XX fillet welds · ASCE 7-22 loads

Beam-to-column shear tab — A325-N ¾″ bolts
Bolt gradeA325-N (threads in shear)
Diameter¾″
Bolt area Ab0.4418 in²
Fnv (Table J3.2)54 ksi
φ (J3.6)0.75
φRn shear17.9 kips
Vd (factored)15.5 kips
✓ OK — Utilisation: 0.87
Column base plate — E70XX fillet weld, transverse
ElectrodeE70XX
Leg size a5/16″
Effective throat0.221″
Load angle θ90° (transverse)
Dir. factor1.500
φRn (§J2.4)6.95 kips/in
Weld length18.0 in
✓ OK — φRn total: 125.1 kips
AISC 360-22
Imperial-native calcs
Calculations in ft, in, kips — not converted from metric. Ch. J3 bolt capacity, §J2 welds, Ch. E column buckling, Ch. F beam LTB.
ASCE 7-22
US load combinations
LRFD and ASD load combinations per ASCE 7-22 §2.3 and §2.4. Live load, dead load, wind, seismic — all pre-loaded.
ASTM Grades
A992 Gr. 50 W-shapes
Full W/M/H/HP series. A325/A490/F3125 bolts. F1554 Gr. 36/55/105 anchor rods. ACI 318-22 for any concrete.
AISC 360-22 Ch. J3

Bolt capacity calculator

Single-bolt φRn shear, tension, bearing, and tearout. A307, A325-N/X, A490-N/X, F3125 grades. ½″–1½″ diameters.

φFnV = 54 ksi (A325-N) · 90 ksi (A490-N)
φRn shear = 0.75 × Fnv × Ab · Bearing: Rn = 2.4 × dtFu
AISC 360-22 §J2

Fillet weld sizing

Directional strength increase (1.0 + 0.5 sin¹·⁵θ). E60XX–E100XX electrodes. Min/max leg size checks per Table J2.4.

φRn = φ × 0.707 × a × FEXX × (1.0 + 0.5 sin^1.5 θ)
E70XX at 90°: φRn = 111 × a kips/in
AISC DG-4 · DG-1

Endplate moment connection

4-bolt extended unstiffened endplate per DG-4 Eq. 3.2 yield-line. Auto bolt escalation A325 → A490 → F3125. Automatic yield-line Yp calculation.

DG-4 Eq. 3.2: Yp = (8n + 2p) · b · p² / (2n·b + p·t_p) · Fyp
A325 → A490 escalation: M_confirmed > 0.4M_pl,Rd → 8.8 → 10.9
AISC DG-1

Column baseplate

Cantilever model baseplate per DG-1. N′ and B′ effective dimensions. Tension on anchor rods, compression on concrete. F1554 Gr. 36/55/105.

N′ = X + 2s · B′ = Y + 2s · anchor tension: P_t = M/B − N/2
Case Studies Hub

Real projects, real outputs

Warehouse portal frames, composite office buildings, mezzanine structures. Each case study shows full connection calcs and fabrication outputs.

Dallas TX: 180′×60′ · 320 ton · $16,740 saved · 4 min
Chicago IL: 4-story · 480 ton · $6,528 saved · 8 min
AISC 360-22 Ch. E/F/I

Beam and column design

Flexural buckling, LTB, FLB, TFY. Combined N+M interaction. Composite beam design with shear studs per §I3.2. All imperial.

§E: χ = 1/(φ+√(φ²−λ̄²)) · §F2: Mn = Cp×Wr×Fy
§I3.2: Q_n = 0.5 × α × Ec × √(f'c × Ab) × min(1, ls/2)
Founding Customer Pricing Studio plan · 25 seats · lifetime pricing locked at $400/yr — never goes up. Onboarding support included. Available now — limited seats.
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Case Study · Dallas TX

180′×60′ Warehouse, 320-Ton Portal Frame

A325-N endplate moment · ASCE 7-22 · $16,740 saved · FrameAI: 4 min

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Case Study · Chicago IL

4-Story Composite Office, 480-Ton Package

§I3.2 composite beams · 192 shear studs · $6,528 saved · FrameAI: 8 min

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Compare to alternatives

Compare to RISA-3D → Compare to SAP2000 →

AISC 360-22. Imperial-native. Ready when you are.

Free calculators handle single joints. Full portal frames, composite beams, and fabrication packages — start free, no credit card.

Start free — no credit card See worked examples
✓AISC 360-22 compliance
✓ASCE 7-22 load combinations
✓✓A992 Gr. 50 W-shapes
✓A325/A490/F3125 bolts
✓Shop drawings + BOM