Complete Steel Design Checklist — Every Limit State, Every Code
A comprehensive verification checklist covering all limit states for structural steel design across AISC 360-22, AS 4100-2020, EN 1993-1-1:2005, and CSA S16-19. Use this checklist to systematically verify that no design check has been overlooked.
Quick access: Verify Your Calculations | Beam Design Guide | Column Design Guide | Connection Types
1. Pre-Design Verification
Before any strength calculation, verify the inputs:
Loads and Combinations
- Dead loads match specified construction (self-weight of steel, deck, slab, finishes, MEP allowance, cladding, ceiling)
- Live loads match occupancy from governing building code (ASCE 7 Table 4.3-1, NBCC Table 4.1.5.3, EN 1991-1-1 Table 6.2, AS 1170.1 Table 3.1)
- Live load reduction applied where permitted (typically: LLred = LL × (0.25 + 15/√(KLL × At)))
- Wind speed from correct code map and return period (700-year for Risk Category II per ASCE 7, 50-year per NBCC, etc.)
- Wind exposure category correct for upwind terrain in each direction
- Snow load includes roof slope, thermal, exposure, and importance factors
- Seismic parameters from official hazard maps (USGS, NRCAN, etc.) — not estimated
- All governing load combinations identified (not just 1.2D + 1.6L — check uplift, lateral-dominant, and pattern live load cases)
- Construction-stage loads considered (unbraced lengths during erection may differ from final condition)
Material Properties
- Steel grade confirmed from project specification
- fy verified for actual plate/flange thickness (reduction for thick plates per AISC Table 2-4/AS 4100 Table 2.1/EN 1993-1-1 §3.2.6/CSA G40.21 Table 4)
- fu verified for connection design (bolt bearing, net section fracture)
- Bolt grade specified (A325/A490, Grade 8.8/10.9, Grade 8.8/S, etc.)
- Weld electrode classification matching base metal strength
Analysis Assumptions
- Frame type identified: braced frame, moment frame (sway-permitted), or combination
- Second-order effects considered (P-Δ and P-δ) — amplified first-order or direct second-order analysis
- Notional loads applied for gravity-only load combinations per direct analysis method
- Member end releases (pins) correctly modelled where connections are simple (shear-only)
- Diaphragm assumptions consistent with slab type and connections
2. Beam Design Checklist
Cross-Section Strength
| Check | AISC 360 | AS 4100 | EN 1993-1-1 | CSA S16 |
|---|---|---|---|---|
| Section classification | Table B4.1b | Cl. 5.2.2, Table 5.2 | Cl. 5.5, Table 5.2 | Table 2 |
| Flexural yielding | φMn (Ch. F) | φMs (Cl. 5.1) | Mc,Rd (Cl. 6.2.5) | Mr (Cl. 13.5) |
| Flange local buckling | Cl. F3/F4 | Cl. 5.2.3−5.2.5 | Cl. 6.2.5 | Cl. 13.5 |
| Web local buckling | Cl. F4/F5 | Cl. 5.2.3−5.2.5 | Cl. 6.2.5 | Cl. 13.5 |
| Shear yielding | φVn (Ch. G2) | φVv (Cl. 5.11) | Vpl,Rd (Cl. 6.2.6) | Vr (Cl. 13.4) |
| Shear buckling | Cl. G2.2 | Cl. 5.11.3−5.11.5 | Cl. 6.2.6(6) | Cl. 13.4.1.1 |
| Web crippling (bearing) | Cl. J10 | Cl. 5.13.3 | Cl. 6.2.6.2 (for shear) | Cl. 13.4.2 |
| Web sidesway buckling | Cl. J10.4 | Cl. 5.13.5 | — | Cl. 13.4.2 |
Member Stability (LTB)
| Check | AISC 360 | AS 4100 | EN 1993-1-1 | CSA S16 |
|---|---|---|---|---|
| Unbraced length Lb established | Ch. F2 | Cl. 5.6.4 | — | Cl. 13.6.5 |
| Effective length factors (kt, kl, kr / Cb / C₁) | Cb (Ch. F1) | Table 5.6.3 | C₁ factor | ω₂ |
| LTB moment capacity | φMn (Ch. F2) | φMb = αm × αs × φMs | Mb,Rd = χLT × Wy × fy/γM1 | Mr = φ × ω₂ × Mp |
| LTB unnecessary? | Lb ≤ Lp | Le ≤ (80ry)/√(fy/250) | λ̄LT ≤ 0.4 (or λ̄LT0) | Lu ≥ Lb |
| Load height effect | zg via Cb | kt factor | zg in Mcr | ω₂ already considers |
Serviceability
| Check | All Codes |
|---|---|
| Total load deflection | L/240−L/250 typical for floors; L/180−L/200 for roofs |
| Live load deflection | L/360 for floors; L/240−L/360 for roofs |
| Vibration | ISO 10137 or AISC Design Guide 11 for sensitive floors |
| Ponding stability | Roof with slope < 1/4 in/ft (2%) — check per AISC App. 2 |
3. Column Design Checklist
Cross-Section Strength
| Check | AISC 360 | AS 4100 | EN 1993-1-1 | CSA S16 |
|---|---|---|---|---|
| Compression yielding | φPn = φFyAg | Ns = kf × An × fy | Npl,Rd = A × fy/γM0 | Cr = φAFy |
| Section classification | Table B4.1a | Table 6.2.4 | Cl. 5.5 (compression limits) | Table 2 |
| Form factor / effective area | Qs, Qa (E7) | kf (Cl. 6.2.2) | Aeff (Cl. 6.2.2.5) | Aeff for Class 4 |
Member Stability (Flexural Buckling)
| Check | AISC 360 | AS 4100 | EN 1993-1-1 | CSA S16 |
|---|---|---|---|---|
| K-factor determination | App. 7 / alignment chart | Cl. 4.6.3 | Annex BB / Direct analysis | Cl. 8 |
| Buckling about major axis | φPn (Ch. E3) | φNc_y (Cl. 6.3.3) | Nb,Rd,y (Cl. 6.3.1) | Cr_y (Cl. 13.3.1) |
| Buckling about minor axis | φPn (Ch. E3) | φNc_z (Cl. 6.3.3) | Nb,Rd,z (Cl. 6.3.1) | Cr_z (Cl. 13.3.1) |
| Torsional buckling | φPn (Ch. E4) | — (covered by flexural) | Ncr,T (Cl. 6.3.1.4) | Cl. 13.3.2 |
| Flexural-torsional buckling | φPn (Ch. E4) | — | Ncr,TF (Cl. 6.3.1.4) | Cl. 13.3.2 |
| Column curve parameters | E3-2/E3-3 | αa, αb, αc (Table 6.3.3) | α (Table 6.1) | n = 1.34 (Cl. 13.3.1) |
Combined Axial + Bending
| Check | AISC 360 | AS 4100 | EN 1993-1-1 | CSA S16 |
|---|---|---|---|---|
| Interaction equation | Ch. H1 | Cl. 8.4.2.2 | Cl. 6.3.3 Annex A/B | Cl. 13.8 |
| Moment amplification | B1, B2 factors | δb (Cl. 4.7) | kij factors | ω1, U1 factors |
4. Tension Member Checklist
| Check | AISC 360 | AS 4100 | EN 1993-1-1 | CSA S16 |
|---|---|---|---|---|
| Gross section yielding | φPn = φFyAg | Nt = Ag × fy | Npl,Rd = A × fy/γM0 | Tr = φAFy |
| Net section fracture | φPn = φFuAe | Nt = 0.85 kt An fu | Nu,Rd = 0.9 Anet fu/γM2 | Tr = φuAneFu |
| Shear lag (effective net area) | Table D3.1 | Cl. 7.2.3 | Cl. 6.2.2.2 | Cl. 12.3.3.2 |
| Block shear | Cl. J4.3 | Cl. 9.1.10 | Cl. 6.2.6 (as shear) | Cl. 13.11 |
| Pin-connected members | Cl. D5 | Cl. 7.5 | Cl. 6.2.6 | — |
| Eyebars | Cl. D6 | — | — | — |
5. Connection Design Checklist
Bolted Connections
| Check | AISC 360 | AS 4100 | EN 1993-1-8 | CSA S16 |
|---|---|---|---|---|
| Bolt shear | J3.6 | Cl. 9.3.2.1 | Table 3.4 | Cl. 13.12.1.2 |
| Bolt bearing (at bolt holes) | J3.10 | Cl. 9.3.2.4 | Table 3.4 | Cl. 13.12.1.2(b) |
| Bolt tension (direct) | J3.6 | Cl. 9.3.3.1 | Table 3.4 | Cl. 13.12.1.3 |
| Bolt combined shear+tension | J3.7 | Cl. 9.3.3.2 | Table 3.4 | Cl. 13.12.1.4 |
| Slip-critical (faying surface) | J3.8−J3.9 | Cl. 9.3.2.2 | Cl. 3.9 | Cl. 13.12.2 |
| Edge distance | Table J3.4 | Cl. 9.6.2 | Table 3.3 | Cl. 22.3 |
| Spacing (min / max) | J3.3/J3.5 | Cl. 9.6.1 | §3.5 | Cl. 22.3.3 |
| Long joint reduction | — | Cl. 9.3.2.1 (Lj > 500 mm) | §3.8 | — |
Welded Connections
| Check | AISC 360 | AS 4100 | EN 1993-1-8 | CSA S16 |
|---|---|---|---|---|
| Fillet weld strength | J2.4 | Cl. 9.7.3.10 | Cl. 4.5.3.3 | Cl. 13.13.3 |
| Groove weld strength | J2.5 | Cl. 9.7.2.8 | Cl. 4.5.3.2 | Cl. 13.13.2 |
| Base metal at weld | J2.4/J4 | Cl. 9.7.3.10(b) | Cl. 4.5.3.3(3) | Cl. 13.13.1.2 |
| Minimum weld size | Table J2.4 | Cl. 9.7.3.2 | §4.5.3.3(7) | — |
| Maximum weld size | J2.2b | Cl. 9.7.3.2 | — | — |
| Weld access holes | J1.6 | — | — | — |
Plate Elements in Connections
| Check | AISC 360 | AS 4100 | EN 1993-1-8 | CSA S16 |
|---|---|---|---|---|
| Plate tension yielding | J4.1 | Cl. 7.2 | — | Cl. 13.2(a) |
| Plate tension rupture | J4.1 | Cl. 7.3.2 | — | Cl. 13.2(b) |
| Block shear rupture | J4.3 | Cl. 9.1.10 | — | Cl. 13.11 |
| Plate bearing (bolt bearing) | J3.10 | Cl. 9.3.2.4 | — | Cl. 13.12.1.2(b) |
| Plate buckling (compression) | J4.4 | Cl. 6.3.3 | — | Cl. 13.3 |
6. Base Plate Design Checklist
| Check | AISC Design Guide 1 | AS 4100 / AS 3600 | EN 1993-1-8 / EN 1992-1-1 | CSA S16 / A23.3 |
|---|---|---|---|---|
| Concrete bearing | ACI 318 §10.14 | AS 3600 Cl. 12.6 | EN 1992-1-1 §6.7 | A23.3 Cl. 10.10, S16 Cl. 25.3 |
| Plate bending (cantilever) | DG1 Eq. 3.3.14a | Cl. 5.1 (Ms) | §6.2.5 | Cl. 13.5 |
| Plate thickness | DG1 Eq. 3.3.15a | tp ≥ √(4M*pl/φfy) | — | — |
| Anchor rod tension | ACI 318 App. D | AS 3600 Cl. 17 | EN 1992-4 | A23.3 App. D, S16 Cl. 25.3.2 |
| Anchor rod shear | ACI 318 App. D | AS 3600 Cl. 17 | EN 1992-4 | A23.3 App. D |
| Shear transfer (friction or lug) | DG1 §3.5 | — | — | — |
| Grout thickness | DG1 §2.2 | — | — | — |
| Levelling nuts | DG1 §2.3 | — | — | — |
7. Bracing Design Checklist
| Check | Key Considerations | Typical Clause |
|---|---|---|
| Brace strength (axial) | Tension + compression capacity for X-bracing, compression only for chevron | AISC Ch. E, AS 4100 Cl. 6, EN 1993-1-1 Cl. 6.3, CSA S16 Cl. 13.3 |
| Brace slenderness limit | KL/r ≤ 200 for main bracing; ≤ 300 for secondary (varies by code) | AISC §D1/AS 4100 Table 6.3.3 |
| Brace connection | Gusset plate buckling (Whitmore section), weld/bolt capacity of brace-to-gusset | AISC Cl. J4.4 |
| Gusset plate design | Buckling per Thornton method, block shear, bolt group / weld group | AISC DG29 |
| Brace frame drift | Wind and seismic drift limits per governing code | NBCC, ASCE 7, EN 1998, AS 1170.4 |
| Brace frame beam/column | Forces from brace yielding/capacity design for seismic | AISC 341 §F2 |
8. Composite Beam Design Checklist
| Check | AISC 360 (Ch. I) | EN 1994-1-1 | CSA S16 (Cl. 18) |
|---|---|---|---|
| Effective slab width | I3.1a | Cl. 5.4.1.2 | Cl. 18.2.1 |
| Construction stage (unshored) | Steel beam alone carries slab weight | Check before composite action | Cl. 18.2.2 |
| Plastic moment, full composite | I3.2a | Cl. 6.2.1 | Cl. 18.2.3 |
| Partial composite action | I3.2b | Cl. 6.2.1.3 | Cl. 18.2.3 |
| Shear connector capacity | I8.2a | Cl. 6.6.3 | Cl. 18.2.4 |
| Shear connector spacing limits | I8.2d | Cl. 6.6.5 | Cl. 18.2.4.3 |
| Longitudinal shear in slab | I3.2c | Cl. 6.6.6 | Cl. 18.2.5 |
| Deflection (camber, creep) | I3.1c and Commentary | Cl. 7.3.1−7.3.2 | Cl. 18.2.6 |
9. Serviceability Checklist (All Members)
| Check | Limit | Standard Reference |
|---|---|---|
| Floor beam live load deflection | L/360 | ASCE 7 Table C.3.1, NBCC Commentary D |
| Floor beam total load deflection | L/240 | ASCE 7 Table C.3.1, NBCC Commentary D |
| Roof beam (no ceiling) | L/240 (live), L/180 (total) | ASCE 7 Table C.3.1 |
| Roof beam (with ceiling) | L/360 (live), L/240 (total) | ASCE 7 Table C.3.1 |
| Purlins and girts | L/200 | Typical industry practice |
| Crane runway beam | L/600 (live load) | AISC DG7, CMAA 70 |
| Horizontal drift — wind | h/400 to h/500 | ASCE 7, NBCC, EN 1993-1-1 |
| Horizontal drift — seismic | h/100 to h/500 (depends on occupancy) | ASCE 7 Table 12.12-1 |
| Floor vibration (walking) | fn ≥ 3 Hz, or acceleration limit | AISC DG11, ISO 10137 |
| Floor vibration (rhythmic) | fn ≥ 5 Hz for aerobics, ≥ 8 Hz for dancing | AISC DG11 |
| Thermal expansion joints | Max building length without joint | AISC DG11 §3.2 |
10. Durability and Fire Protection Checklist
| Check | Consideration |
|---|---|
| Corrosion protection | Galvanizing (AS/NZS 4680, ISO 1461), paint system per ISO 12944, or weathering steel (ASTM A588/CSA G40.21 350A) |
| Fire resistance rating | Required rating per building code (NBC, IBC, etc.) — 1 hr, 2 hr, or 3 hr typical |
| Fire protection method | Intumescent paint, spray-applied fireproofing, board encasement, concrete encasement |
| Steel temperature limit | 538°C (1,000°F) for structural steel per ASTM E119 |
| Fire engineering alternative | Performance-based design per Eurocode 3 Part 1-2 or AISC Appendix 4 with time-temperature curves |
11. Documentation and Sign-Off Checklist
- Governing design code and edition stated on calculation cover sheet
- Steel grades with fy and fu listed for every member type
- Load combinations listed with source standard and clause
- Unbraced lengths with restraint justification for each member and segment
- Effective length factors K with frame type (braced vs. sway) justification
- Section properties sourced from manufacturer tables with year/edition
- Deflection limits stated with standard clause reference
- Connection design basis documented (simple shear, moment-resisting, semi-rigid)
- Independent checker name and date on every calculation sheet
- For software output: input echo verified, units confirmed, load cases cross-referenced
12. Verification Workflow
- Self-check — the original designer checks their own work using an independent method (hand calc vs. software output, different span/load case as spot check)
- Peer review — a second qualified engineer reviews input assumptions, methodology, and governing limit states
- Independent check — a third party checks a representative subset (≥ 10% of members including the most heavily loaded of each type)
- Cross-method verification — if primary design was by software, spot-check 10% of members by hand calculation (and vice versa)
- Final review — check all documentation is complete, assumptions are justified, and utilisation ratios are reasonable (< 0.85 typical, < 0.95 maximum without explicit justification)
13. Code Clause Quick-Reference Matrix
| Limit State | AISC 360-22 | AS 4100-2020 | EN 1993-1-1:2005 | CSA S16-19 |
|---|---|---|---|---|
| Tension yielding | D2 | 7.2 | 6.2.3 | 13.2(a) |
| Tension rupture | D2 | 7.3.2 | 6.2.3 | 13.2(b) |
| Compression (section) | E3 | 6.2 | 6.2.4 | 13.3 |
| Compression (member) | E3 | 6.3.3 | 6.3.1 | 13.3.1 |
| Flexure (section) | F2−F9 | 5.1−5.2 | 6.2.5 | 13.5 |
| Flexure (LTB) | F2−F9 | 5.6 | 6.3.2 | 13.6 |
| Shear (beam web) | G2 | 5.11 | 6.2.6 | 13.4 |
| Combined forces | H1−H3 | 8.3−8.4 | 6.2.8−6.3.3 | 13.8−13.9 |
| Bolts — shear | J3.6 | 9.3.2.1 | 3.6.1 (EN 1993-1-8) | 13.12.1.2 |
| Bolts — bearing | J3.10 | 9.3.2.4 | 3.6.1 (EN 1993-1-8) | 13.12.1.2(b) |
| Welds — fillet | J2.4 | 9.7.3.10 | 4.5.3.3 (EN 1993-1-8) | 13.13.3 |
| Block shear | J4.3 | 9.1.10 | 3.10.2 (EN 1993-1-8) | 13.11 |
| Serviceability | L (Commentary) | App. B | 7.2 | Commentary D |
| Fire design | App. 4 | Cl. 12 | EN 1993-1-2 | App. H |
| Seismic design | AISC 341 | AS 4100 Cl. 13 | EN 1998-1 | Cl. 27 |
| Composite beams | Ch. I | — | EN 1994-1-1 | Cl. 18 |
| Fatigue | App. 3 | Cl. 11 | EN 1993-1-9 | Cl. 26 |