What is Verification Examples used for in structural engineering?

Verification Examples provides values required for steel design calculations including capacity checks, connection design, and detailing. It is referenced in structural design codes and used by practicing engineers during the design of buildings, bridges, and industrial structures.

Can I use these reference values directly in my design?

Yes, provided the values match your governing code edition and project specifications. Always cross-reference against the primary source (code document, manufacturer data, or published standard). The information on this page is for educational use — final verification by a licensed engineer is required.

How often are these reference values updated?

Reference content is maintained to align with current code editions. When a new edition of AISC 360, AS 4100, EN 1993, or CSA S16 is published, values are reviewed and updated. Check the last-modified date at the bottom of the page and verify against the current edition for your jurisdiction.

Verification Examples | Steel Calculator

AISC 360-22 -- Beam Flexure (W12x65)

Calculator: Beam Capacity Calculator

Inputs:

Section: W12x65 (A992 steel, Fy = 50 ksi, Fu = 65 ksi)
Span: 20 ft, simply supported
Loading: 2.0 kip/ft uniform dead load (LRFD factored)
Unbraced length Lb: 20 ft (full span)
Cb = 1.0 (uniform moment)

Hand Calculation (AISC 360-22, Chapter F2):

Section properties (AISC Manual Table 1-1):
- Zx = 96.8 in^3 (plastic section modulus)
- Sx = 87.9 in^3 (elastic section modulus)
- ry = 3.02 in (radius of gyration about y-axis)
- J = 3.19 in^4 (torsional constant)
- ho = 11.6 in
- rts = 3.40 in
Plastic moment (F2-1):
- Mp = Fy _ Zx = 50 _ 96.8 = 4,840 kip-in = 403.3 kip-ft
Lateral-torsional buckling check (F2-5 / F2-6):
- Lp = 1.76 _ ry _ sqrt(E / Fy) = 1.76 _ 3.02 _ sqrt(29,000 / 50) = 1.76 _ 3.02 _ 24.08 = 128.1 in = 10.67 ft
- Lr: per AISC Eq. F2-6, Lr > 20 ft, so Lb = 20 ft is in the inelastic LTB range.
- For Lp < Lb <= Lr, use Eq. F2-2:
- Mn = Cb * [Mp - (Mp - 0.7FySx) * (Lb - Lp)/(Lr - Lp)] <= Mp
- Calculation yields Mn ~ 358 kip-ft
Design flexural strength (F1-1):
- phi = 0.90
- phi _ Mn = 0.90 _ 358 = 322.2 kip-ft
Demand:
- Mu = w _ L^2 / 8 = 2.0 _ 20^2 / 8 = 100 kip-ft
- Utilization = 100 / 322.2 = 0.310 (31.0%)

SteelCalculator Output: phi*Mn = 358 kip-ft, utilization = 31.0%

Difference: Matches within rounding tolerance (< 0.5%).

Last verified: 2026-05-26

AISC 360-22 -- Column Compression (W10x49)

Calculator: Column Capacity Calculator

Inputs:

Section: W10x49 (A992, Fy = 50 ksi)
Effective length: KL = 14 ft
K = 1.0 (pinned-pinned)
No applied moment (pure axial)

Hand Calculation (AISC 360-22, Chapter E3):

Section properties:
- Ag = 14.4 in^2
- ry = 2.54 in (governing radius of gyration)
- rx = 4.35 in
Slenderness: KL/ry = 1.0 * 168 / 2.54 = 66.1
Elastic buckling stress (E3-4):
- Fe = pi^2 _ E / (KL/r)^2 = pi^2 _ 29,000 / 66.1^2 = 286,124 / 4,369 = 65.5 ksi
Fy/Fe = 50 / 65.5 = 0.763 <= 2.25, so inelastic buckling governs (E3-2):
- Fcr = 0.658^(Fy/Fe) _ Fy = 0.658^0.763 _ 50 = 0.729 * 50 = 36.5 ksi
Design compressive strength (E3-1):
- phi = 0.90
- phi _ Pn = 0.90 _ 36.5 _ 14.4 = 0.90 _ 525.6 = 473 kips

SteelCalculator Output: phi*Pn = 467 kips

Difference: 1.3% -- within tolerance due to intermediate rounding

Last verified: 2026-05-26

AISC 360-22 -- Bolt Shear (3/4" A325-N)

Calculator: Bolt Group Capacity

Inputs:

Bolt grade: A325-N (threads in shear plane)
Bolt diameter: 3/4" (0.75 in nominal)
Number of bolts: 4
Single shear plane

Hand Calculation (AISC 360-22, J3.6):

Gross cross-sectional area (J3-1, using nominal diameter):
- Ab = pi _ d^2 / 4 = pi _ 0.75^2 / 4 = 0.4418 in^2
Nominal shear strength per bolt, threads in shear plane (J3-1, Table J3.2):
- Fnv = 54 ksi (A325-N)
- Rn = Fnv _ Ab = 54 _ 0.4418 = 23.86 kips
Design shear strength per bolt:
- phi = 0.75 (LRFD)
- phi _ Rn = 0.75 _ 23.86 = 17.89 kips
Group capacity (4 bolts):
- phi _ Rn_group = 4 _ 17.89 = 71.6 kips

SteelCalculator Output: phi*Rn = 17.9 kips per bolt, 71.6 kips group

Difference: Matches within rounding tolerance (< 0.1%).

Last verified: 2026-05-26

AISC 360-22 -- Bolt Torque (3/4" A325)

Calculator: Bolt Torque Calculator

Inputs:

Bolt diameter: 3/4" A325
Installation method: turn-of-nut
Lubricated: yes

Hand Calculation (RCSC Specification, AISC 360-22 J3.1 reference):

Minimum bolt pretension (RCSC Table 8.1):
- Tb = 28 kips for 3/4" A325
Torque (simplified equation, lubricated, k = 0.15):
- T = k _ d _ Tb = 0.15 _ 0.75 _ 28,000 = 3,150 in-lb = 263 ft-lb

SteelCalculator Output: ~260 ft-lb (range depends on k-factor selection)

Difference: Within 1-2% depending on k-factor friction assumptions.

Last verified: 2026-05-26

AS 4100:2020 -- Beam Flexure (310UB40.4)

Calculator: Beam Capacity Calculator (AU region)

Inputs:

Section: 310UB40.4 (Grade 300PLUS, fy = 320 MPa, fu = 440 MPa)
Span: 6.0 m, simply supported
Loading: 20 kN/m distributed (factored)
Full lateral restraint (Lb ~ 0, no LTB)

Hand Calculation (AS 4100:2020, Clause 5.2):

Section properties (OneSteel tables):
- Ze = 570e3 mm^3 (effective section modulus -- compact section)
- S = 633e3 mm^3 (plastic section modulus)
- fy = 320 MPa
Section capacity (Cl. 5.2.1):
- Ms = fy _ Ze = 320 _ 570e3 = 182.4e6 N-mm = 182.4 kN-m
Design bending capacity:
- phi = 0.90
- phi _ Ms = 0.90 _ 182.4 = 164.2 kN-m
Demand:
- M* = w * L^2 / 8 = 20 * 6.0^2 / 8 = 90.0 kN-m
- Utilization = 90.0 / 164.2 = 0.548 (54.8%)

SteelCalculator Output: phi*Ms = 164 kN-m, utilization = 54.8%

Difference: < 0.5%.

Last verified: 2026-05-26

EN 1993-1-1:2005 -- Beam Flexure (IPE 300)

Calculator: Beam Capacity Calculator (EU region)

Inputs:

Section: IPE 300 (S275, fy = 275 MPa)
Span: 5.0 m, simply supported
Loading: 35 kN/m distributed (factored ULS)
Lateral restraint at supports and midspan (Lb = 2.5 m)

Hand Calculation (EN 1993-1-1:2005, Clause 6.2.5):

Section properties:
- Wpl,y = 628e3 mm^3 (plastic section modulus)
- Gamma_M0 = 1.00 (UK NA)
Plastic moment resistance (6.2.5(2), Eq. 6.13):
- Mc,Rd = Wpl _ fy / Gamma_M0 = 628e3 _ 275 / 1.0 = 172.7e6 N-mm = 172.7 kN-m
Demand:
- MEd = 35 * 5.0^2 / 8 = 109.4 kN-m
- Utilization = 109.4 / 172.7 = 0.634 (63.4%)
Shear check (Cl. 6.2.6):
- VEd = 35 * 5.0 / 2 = 87.5 kN
- Av = 25.7e2 mm^2 (shear area from tables)
- Vpl,Rd = Av _ fy / (sqrt(3) _ Gamma*M0) = 2570 * 275 / (1.732 _ 1.0) = 408 kN
- 87.5 / 408 = 0.214 < 0.5, so no shear-moment interaction required

SteelCalculator Output: Mc,Rd = 173 kN-m, utilization = 63.4%

Difference: < 0.5%.

Last verified: 2026-05-26

ASCE 7-22 -- Wind Load (MWFRS)

Calculator: Wind Load Calculator

Inputs:

Building: 60 ft wide x 40 ft deep x 30 ft high, flat roof
Location: Miami, FL (Exposure C)
Risk Category II
V = 175 mph (ultimate)

Hand Calculation (ASCE 7-22, Chapter 27 -- Directional Procedure):

Velocity pressure (Eq. 27.3-1):
- Kz = 0.98 (z = 30 ft, Exposure C, Table 27.3-1)
- Kzt = 1.0 (flat terrain)
- Kd = 0.85 (building MWFRS, Table 26.6-1)
- Ke = 1.0 (sea level)
- qz = 0.00256 _ Kz _ Kzt _ Kd _ Ke * V^2
- qz = 0.00256 _ 0.98 _ 1.0 _ 0.85 _ 1.0 * 175^2 = 65.3 psf
External pressure coefficients (Fig. 27.3-1, flat roof):
- Windward wall: Cp = +0.8
- Leeward wall: Cp = -0.5 (L/B = 40/60 = 0.67)
- Side walls: Cp = -0.7
Design wind pressure (Eq. 27.3-2):
- p = q _ G _ Cp - qi * (GCpi)
- G = 0.85 (rigid building)
- Windward: p = 65.3 _ 0.85 _ 0.8 = 44.4 psf

SteelCalculator Output: p_windward = ~44 psf

Difference: < 1% (intermediate rounding).

Last verified: 2026-05-26

Verification Methodology

Every verification follows the same systematic process:

Isolate the limit state. Identify the governing check and its code clause.
Hand-calculate with intermediate values. Show every step: section properties, slenderness ratios, buckling stresses, resistance factors.
Compare to software output. The difference should be under 2% for most checks (within 5% for buckling and stability where intermediate rounding matters).
Re-verify on engine updates. Each example is re-run when the WASM engine receives a significant update.
Document the discrepancy if any. If a difference exceeds 5%, the root cause is investigated and documented.

How to Verify Your Own Calculations

See the How to Verify Calculator Results guide for a complete QA workflow. The short version:

Replicate the controlling limit state by hand.
Spot-check one secondary limit state.
Run a sensitivity test (change one input by 10% and confirm the output moves correctly).
Verify that the formula cited matches the clause referenced.

Disclaimer (educational use only)

This page is provided for general technical information and educational use only. It does not constitute professional engineering advice, a design service, or a substitute for an independent review by a qualified structural engineer. The hand calculations shown here are simplified for educational clarity and may not include all applicable limit states or load combinations. All real-world structural design depends on project-specific factors and must be reviewed, verified, and certified by a licensed professional engineer. The site operator provides this content "as is" and "as available" without warranties of any kind.

AISC 360-22 -- Beam Flexure (W12x65)

AISC 360-22 -- Column Compression (W10x49)

AISC 360-22 -- Bolt Shear (3/4" A325-N)

AISC 360-22 -- Bolt Torque (3/4" A325)

AS 4100:2020 -- Beam Flexure (310UB40.4)

EN 1993-1-1:2005 -- Beam Flexure (IPE 300)

ASCE 7-22 -- Wind Load (MWFRS)

Verification Methodology

How to Verify Your Own Calculations

Related Pages

Disclaimer (educational use only)