Every Volex calculation module is validated against worked examples from published engineering references — design-code tables, textbooks, and institute publications. This page is generated from the actual validation run for v78.1.116: every case, its source, and the exact error. Nothing summarised, nothing hidden.
Each validation case reproduces a worked example exactly as published — the AISC Steel Construction Manual capacity tables, SCI publications, Mosley, Bungey & Hulse for EC2, Eurocode annex examples, and peer textbook solutions — then runs the same problem through the Volex calculation engine and compares every published quantity.
Pass criterion: the computed value must fall within the case's declared tolerance band —
typically 1–3%, which accounts for rounding in published intermediate steps; deflection-type
quantities use wider bands (each case shows its own, below). The suite runs in CI; this page
is regenerated from a real run on every release with
python3 scripts/generate_verification_page.py. The largest error in this run is
7.11% (Composite slab unpropped — large construction deflection (delta_construction_mm) — inside its
±10% band).
All cases pass.
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ W18×50 simply-supported, fully braced, φMn capacityAISC Steel Construction Manual 15th Ed, Table 3-2 (Available Flexural Strength) · pass band ±3% | phi_Mn_kNm | 513.6 | 513.9 | 0.06% |
| ✓ W18×35 at Lb = Lp (lateral-torsional buckling onset)AISC Manual Table 3-2, also Salmon & Johnson 5th Ed §9.5 · pass band ±2% | phi_Mn_kNm | 337.6 | 338.4 | 0.23% |
| ✓ W18×50 at Lb = 10ft (inelastic LTB region)AISC Manual Table 3-10 (Available Flexural Strength vs Lb) · pass band ±3% | phi_Mn_kNm | 450 | 444.6 | 1.20% |
| ✓ W18×35 shear capacity φVnAISC 360-22 §G2.1 (Webs Without Tension Field Action) · pass band ±3% | phi_Vn_kN | 709 | 709.1 | 0.02% |
| ✓ W14×68 column — AISC Manual Table 4-1 at KL=15ftAISC Manual Table 4-1; AISC 360-22 §E3 · pass band ±1% | phi_Pn_kN | 2,691 | 2,695 | 0.15% |
| ✓ W14×68 column — slender at KL=25ft (elastic buckling)AISC Manual Table 4-1; AISC 360-22 §E3 Eq E3-3 · pass band ±2% | phi_Pn_kN | 1,357 | 1,352 | 0.39% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Singly-reinforced beam — Mosley/Bungey/Hulse Example 4.2Mosley, Bungey & Hulse 'RC Design to EC2' 7th Ed, Example 4.2 · pass band ±3% | As_req_mm2 | 944 | 952.8 | 0.93% |
| K | 0.109 | 0.1101 | 1.01% | |
| ✓ Shear capacity VRd,c — full EC2 §6.2.2 hand calcEC2 §6.2.2 Eq 6.2 (also Mosley/Bungey/Hulse §5) · pass band ±2% | VRd_c_kN | 70.07 | 70.07 | 0.00% |
| ✓ Doubly-reinforced detection — K > K_limEC2 §5.5 / §3.1.7 — Mosley/Bungey/Hulse §4.5 · pass band ±3% | K | 0.184 | 0.1868 | 1.55% |
| ✓ Span/depth ratio — simply-supported beam, moderate loadEC2 §7.4.2 Eq 7.16, Mosley/Bungey/Hulse Table 6.10 · pass band ±2% | span_to_depth_actual | 13.33 | 13.42 | 0.70% |
| ✓ Punching shear — internal column, VEd=200kN, ρ=0.5%EC2 §6.4; Concrete Centre CCIP-021 · pass band ±5% | overall_util | 0.46 | 0.46 | 0.00% |
| ✓ Punching shear — internal column, VEd=600kN, reinforcement triggeredEC2 §6.4 — shear reinforcement when util > 1 · pass band ±5% | overall_util | 1.379 | 1.379 | 0.00% |
| ✓ Punching shear with moment — e_x=100mm internal columnEC2 §6.4.3(3) Eq 6.39 — eccentricity factor β for internal column · pass band ±3% | overall_util | 0.77 | 0.77 | 0.00% |
| ✓ Punching shear — high eccentricity, util > 1EC2 §6.4.3(3) — verify β scaling at large e · pass band ±3% | overall_util | 1.453 | 1.453 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ EC2 §6.3 TRd,max — 300×600, fck=30, cot θ=2EC2 §6.3.2 Eq (6.30); Mosley/Bungey/Hulse §8.5 · pass band ±1% | TRd_max_kNm | 84.48 | 84.48 | 0.00% |
| ✓ EC2 §6.3.2 longitudinal Asl for torsion (bug-fix regression)EC2 §6.3.2 Eq (6.28); Mosley/Bungey/Hulse §8.5.4 · pass band ±2% | Asl_req_mm2 | 1,610 | 1,610 | 0.00% |
| ✓ EC2 §6.3.2(5) transverse Asw/s combined torsion + shearEC2 §6.3.2(5); Mosley/Bungey/Hulse §8.5.5 · pass band ±3% | Asw_s_mm2_mm | 0.5655 | 0.5655 | 0.00% |
| ✓ EC2 §6.3 TRd,max at cot θ=1 (θ=45° strut)EC2 §6.3 — strut angle dependency Eq (6.30) · pass band ±2% | TRd_max_kNm | 105.6 | 105.6 | 0.00% |
| ✓ EC2 §6.3.2 Eq (6.29) torsion+shear interactionEC2 §6.3.2 Eq (6.29) · pass band ±3% | combined_util | 1.231 | 1.231 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ UB 457×191×67 S355 fully restrained — Mc,RdSCI P363 Blue Book — UB section tables S355 · pass band ±1% | Mb_Rd_kNm | 521.9 | 521.9 | 0.00% |
| chi_LT | 1 | 1 | 0.00% | |
| ✓ UB 457×191×67 S355 at L_cr=5.0m — Mb,RdSCI P363 Blue Book — UB Mb,Rd capacity tables (normal conditions) · pass band ±2% | Mb_Rd_kNm | 292.5 | 292.5 | 0.01% |
| chi_LT | 0.561 | 0.5605 | 0.10% | |
| ✓ UB 457×191×67 S355 at L_cr=2.0m — onset of LTBEC3 §6.3.2.3 Eq 6.56 (general method) — SCI P363 conservative basis · pass band ±2% | chi_LT | 0.906 | 0.906 | 0.01% |
| ✓ UB 457×191×67 S355 at L_cr=10m — long unrestrained lengthSCI P363 Blue Book — Mb,Rd capacity tables, long Lcr · pass band ±15% | Mb_Rd_kNm | 130 | 126.7 | 2.54% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ C24 100×200 simple beam, 4m span, MEd=5kNmEC5 §6.1.6 + standard textbook examples (kmod from Table 3.1) · pass band ±1% | utilisation | 0.508 | 0.5078 | 0.04% |
| fmd | 14.77 | 14.77 | 0.00% | |
| ✓ C16 100×200 — verify class adjustmentEC5 §6.1.6 with C16 properties from EN 338 Table 1 · pass band ±1.5% | utilisation | 0.762 | 0.7617 | 0.04% |
| fmd | 9.85 | 9.85 | 0.00% | |
| ✓ C24 beam in service class 3 (external)EC5 Table 3.1 — kmod reduction for service class 3 · pass band ±2% | utilisation | 0.625 | 0.625 | 0.00% |
| fmd | 12 | 12 | 0.00% | |
| ✓ C24 beam with permanent load durationEC5 Table 3.1 — kmod = 0.6 for permanent action, SC1 · pass band ±2% | utilisation | 0.677 | 0.6771 | 0.01% |
| fmd | 11.08 | 11.08 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ EC6 §3.6.1.2 Eq (3.1) characteristic strength fkEC6 §3.6.1.2 Eq (3.1); Curtin et al. §3 · pass band ±1% | fk_MPa | 6.787 | 6.787 | 0.00% |
| ✓ EC6 design strength fd = fk/γMEC6 §2.4.3 + UK NA Table NA.1 · pass band ±1% | fd_MPa | 2.951 | 2.951 | 0.00% |
| ✓ EC6 Annex G Φm at mid-height (bug-fix regression)EC6 Annex G Eq (G.4); Curtin et al. §6 · pass band ±2% | phi_mid | 0.4485 | 0.4485 | 0.00% |
| ✓ EC6 §6.1 vertical capacity NRd per metreEC6 §6.1.2.1 Eq (6.2); standard EC6 wall check · pass band ±1% | NRd_kN_per_m | 135.7 | 135.7 | 0.00% |
| ✓ EC6 §5.5.1 slenderness ratio SR ≤ 27EC6 §5.5.1.4 + UK NA NDP · pass band ±0.5% | SR | 26.34 | 26.34 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Square pad footing — axial 1000 kN, q_allow=150 kPaEC7 §6.5; Bond & Harris 'Decoding Eurocode 7' Ch 6 · pass band ±3% | q_max_kPa | 124 | 124 | 0.01% |
| ✓ Pad with moment — N=1000kN, M=50kNmEC7 §6.5; Bond & Harris Ex 6.3 · pass band ±10% | q_max_kPa | 145 | 139.5 | 3.79% |
| ✓ Pad reinforcement — minimum As enforcedEC2 §9.8.2 cl 9.8.2.1 — minimum reinforcement in pads · pass band ±3% | Asx_req_mm2 | 1,750 | 1,750 | 0.00% |
| ✓ Bored pile 600mm × 12m — characteristic capacity Rc,kEC7 §7; Bond & Harris Ch 7; ICE Manual of Geotechnical Engineering Vol II · pass band ±5% | Rc_k_kN | 1,169 | 1,169 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Fundamental period T1 via Ct methodEC8 §4.3.3.2.2(3) Eq 4.6 · pass band ±1% | T1 | 0.648 | 0.6479 | 0.01% |
| ✓ Base shear Fb — EC8 Eq 4.5EC8 §4.3.3.2.2 Eq 4.5 · pass band ±2% | Vb_kN | 710 | 709.9 | 0.02% |
| ✓ Linear scaling with ag — half seismicityEC8 §3.2.2.5 — spectrum scales linearly with ag · pass band ±2% | Vb_kN | 355 | 354.9 | 0.02% |
| ✓ Soil class D (soft) — verify amplification factor SEC8 Table 3.2 — Type 1 spectrum parameters · pass band ±3% | Vb_kN | 1,035 | 1,035 | 0.03% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Basic wind velocity vb — directional factors = 1.0BS EN 1991-1-4 §4.2 Eq 4.1; UK NA Table NA.1 · pass band ±0.5% | vb | 23 | 23 | 0.00% |
| ✓ Peak velocity pressure qp — CAT_II, z=10mBS EN 1991-1-4 §4.5 Eq 4.8; Cook 'Designers' Guide' · pass band ±3% | qp_kPa | 0.763 | 0.7628 | 0.03% |
| ✓ Turbulence intensity Iv — CAT_II z=10mBS EN 1991-1-4 §4.4 Eq 4.7 · pass band ±2% | Iv | 0.189 | 0.1887 | 0.14% |
| ✓ Terrain CAT_IV (city) — verify qp reduction vs CAT_IIBS EN 1991-1-4 §4.3 + Table 4.1 (terrain category roughness) · pass band ±10% | qp_kPa | 0.389 | 0.3814 | 1.95% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ UB 457×191×67 S355 — section moment capacity McSCI P202 Steelwork Design Guide; BS 5950-1:2000 cl 4.2.5 · pass band ±1% | Mc_kNm | 521.9 | 521.9 | 0.00% |
| ✓ UB 457×191×67 S355 LE=5.0m — Mb (LTB)BS 5950-1:2000 cl 4.3.6, Tables 16-19; SCI P202 · pass band ±5% | Mb_kNm | 215 | 212.2 | 1.32% |
| ✓ UB 457×191×67 S355 — shear capacity PvBS 5950-1:2000 cl 4.2.3; SCI P202 · pass band ±1% | Pv_kN | 821 | 820.9 | 0.01% |
| ✓ UB 457×191×67 S355 — Class 1 (plastic) classificationBS 5950-1:2000 Table 11; SCI P202 §3.5 · pass band ±1% | epsilon | 0.88 | 0.88 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Two-span equal UDL — middle support momentTimoshenko 'Theory of Structures' §10.3; Hibbeler Ch 10 · pass band ±0.5% | M_support_2_kNm | -90 | -90 | 0.00% |
| ✓ Three-span equal UDL — interior support momentsTimoshenko 'Theory of Structures' §10.3; standard UK textbook · pass band ±0.5% | M_support_2_kNm | -36 | -36 | 0.00% |
| M_support_3_kNm | -36 | -36 | 0.00% | |
| ✓ Three-span unequal — three-moment equationClapeyron's three-moment equation; Hibbeler Ch 10 · pass band ±1% | M_support_2_kNm | -26.92 | -26.92 | 0.00% |
| M_support_3_kNm | -26.92 | -26.92 | 0.00% | |
| ✓ Two-span with UDL only on first spanStandard structural analysis — partial loading · pass band ±1% | M_support_2_kNm | -45 | -45 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ 4-bolt symmetric pattern — eccentric shear (Vy=100, M=10)Trahair & Bradford §13.4 elastic bolt group method; SCI P358 · pass band ±0.5% | F_max_kN | 64.35 | 64.35 | 0.00% |
| Fx_max_kN | 31.25 | 31.25 | 0.00% | |
| Fy_max_kN | 56.25 | 56.25 | 0.00% | |
| ✓ 4-bolt pure shear — no momentTrivial case; equal distribution · pass band ±0.5% | F_max_kN | 25 | 25 | 0.00% |
| Fy_max_kN | 25 | 25 | 0.00% | |
| ✓ M20 8.8 bolt shear capacity Fv,RdEC3-1-8 §3.6.1 Table 3.4 Eq 3.4 · pass band ±2% | Fv_Rd_kN | 73.4 | 73.4 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ UB 457×191×67 composite beam — degree of shear connection ηJohnson 'Composite Structures of Steel and Concrete' 4th Ed Ex 3.1; SCI P356 · pass band ±2% | eta | 0.928 | 0.928 | 0.00% |
| ✓ UB 457×191×67 composite MRd > 1.5× bare steel MplEC4 §6.2.1.2 plastic resistance; Johnson Ch 3 · pass band ±3% | MRd_comp_kNm | 830.3 | 830.3 | 0.00% |
| ✓ Composite construction stage MRd,constr (LTB during pour)EC4 §6.4.2; SCI P356 — construction stage check · pass band ±3% | MRd_constr_kNm | 453.8 | 453.8 | 0.00% |
| ✓ Composite beam stud countEC4 §6.6.1; SCI P356 stud detailing · pass band ±5% | n_studs_total | 60 | 60 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ 5-ply 200mm CLT residential floor — typical loadsproHolz CLT Handbook; KLH/Stora Enso CLT design tables · pass band ±3% | overall_util | 0.581 | 0.581 | 0.00% |
| total_thickness_mm | 200 | 200 | 0.00% | |
| n_layers | 5 | 5 | 0.00% | |
| ✓ 3-ply 120mm CLT, 4m span, light residential loadsEC5 Annex B; CLT manufacturer load span tables · pass band ±2% | total_thickness_mm | 120 | 120 | 0.00% |
| n_layers | 3 | 3 | 0.00% | |
| ✓ 7-ply 280mm CLT, 8m span, residential loadsEC5 Annex B; KLH/Stora Enso long-span tables · pass band ±2% | total_thickness_mm | 280 | 280 | 0.00% |
| n_layers | 7 | 7 | 0.00% | |
| ✓ 5-ply 200mm CLT overloaded — verify FAILEC5 limits — utilisation > 1 must be flagged · pass band ±2% | total_thickness_mm | 200 | 200 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Snow Zone 1 (SE England) at 100m altitude — skBS EN 1991-1-3 UK NA Eq NA.1; Cook & Pendlebury Designers' Guide · pass band ±2% | sk_kNm2 | 0.524 | 0.524 | 0.00% |
| ✓ Pitched roof shape factor μ1 at 15°BS EN 1991-1-3 §5.3.3 Figure 5.1 · pass band ±1% | mu1 | 0.8 | 0.8 | 0.00% |
| ✓ Steep pitched roof (45°) — μ1 reducesBS EN 1991-1-3 §5.3.3 Eq 5.2 · pass band ±5% | mu1 | 0.4 | 0.4 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Classic drained slope — H=6m, β=30°, c'=5, φ'=25°Bishop (1955); Craig 'Soil Mechanics' 7th Ed Ch 9 · pass band ±3% | FoS_min | 1.551 | 1.551 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ C 200×65×15×2.0 S350GD — Mc,Rd cross-section resistanceEC3-1-3 §6.1.4; Tata/Albion technical handbook · pass band ±2% | Mc_Rd_kNm | 7.144 | 7.144 | 0.00% |
| ✓ C 200×65×15×2.0 at L=4m — Mb,Rd (LTB)EC3-1-3 §6.2.4 LTB for cold-formed beams · pass band ±3% | Mc_Rd_kNm | 7.144 | 7.144 | 0.00% |
| Mb_Rd_kNm | 2.27 | 2.27 | 0.00% | |
| ✓ C 200×65×15×2.0 — Vc,Rd shear capacityEC3-1-3 §6.1.5 shear resistance · pass band ±3% | Vc_Rd_kN | 79.21 | 79.21 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Detail category 80, ΔσE=50 MPa, N=1e6 — Miner damageEN 1993-1-9 §7.1; Hobbacher IIW Recommendations 2nd Ed · pass band ±2% | DeltaSigmaC_MPa | 80 | 80 | 0.00% |
| DeltaSigmaRd_MPa | 69.57 | 69.57 | 0.00% | |
| Miner_D | 0.1221 | 0.1221 | 0.00% | |
| fatigue_life_cycles | 8,192,000 | 8,192,000 | 0.00% | |
| ✓ Detail category 36 (poor detail) — should FAILEN 1993-1-9 Table 8.7 (poor weld details) · pass band ±1% | DeltaSigmaC_MPa | 36 | 36 | 0.00% |
| ✓ Detail category 125 (rolled section, no welds)EN 1993-1-9 Table 8.1 (high-quality details) · pass band ±1% | DeltaSigmaC_MPa | 125 | 125 | 0.00% |
| ✓ Cat 80, ΔσE=20 MPa — below cut-off limitEN 1993-1-9 §7.1 — constant amplitude fatigue limit · pass band ±1% | DeltaSigmaC_MPa | 80 | 80 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Rankine Ka at φ=30° — textbook standardRankine (1857); Craig 'Soil Mechanics' 7th Ed §11.3 · pass band ±0.5% | Ka | 0.3333 | 0.3333 | 0.00% |
| Kp | 3 | 3 | 0.00% | |
| ✓ Rankine Ka/Kp at φ=35° (dense sand)Craig 'Soil Mechanics' 7th Ed Table 11.1 · pass band ±0.5% | Ka | 0.271 | 0.271 | 0.00% |
| Kp | 3.69 | 3.69 | 0.00% | |
| ✓ Gravity wall H=3m φ=30° — active thrust PaRankine active pressure; Craig 7th Ed §11.3 · pass band ±1% | Pa_kN_per_m | 27 | 27 | 0.00% |
| ✓ Gravity wall sliding FoS checkEC7 §9.7.3; Bond & Harris §9.3 · pass band ±2% | FoS_sliding | 2.31 | 2.31 | 0.00% |
| ✓ Gravity wall overturning FoS checkEC7 §9.7.4; classical earth pressure theory · pass band ±2% | FoS_overturning | 5.83 | 5.83 | 0.00% |
| M_overturning_kNm | 27 | 27 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Plate girder Mf,Rd (flanges only)EC3-1-5 §7; basic lever arm × flange yield force · pass band ±0.5% | Mf_Rd_kNm | 5,414 | 5,414 | 0.00% |
| ✓ Plate girder Vbw,Rd (web shear, a/hw=1.5)EC3-1-5 §5.3 Eq (5.2); SCI P364 · pass band ±1% | Vbw_Rd_kN | 1,503 | 1,503 | 0.00% |
| chi_w | 0.538 | 0.538 | 0.00% | |
| ✓ Plate girder Vbf,Rd (flange contribution, after bug fix)EC3-1-5 §5.4 Eq (5.8); ICE Designers' Guide to EN 1993-1-5 · pass band ±2% | Vbf_Rd_kN | 115.6 | 115.6 | 0.00% |
| ✓ Plate girder web classification (Class 4 slender)EC3-1-1 Table 5.2; EC3-1-5 §4 · pass band ±0.5% | web_class | 4 | 4 | 0.00% |
| ✓ Plate girder Vbf,Rd at MEd=0 (no moment penalty)EC3-1-5 §5.4 — (1-ratio²) multiplier · pass band ±2% | Vbf_Rd_kN | 134 | 133.9 | 0.07% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Steel critical temperature θa,cr at μ0=0.6EN 1993-1-2:2005 §4.2.4 Eq (4.22) · pass band ±0.5% | theta_cr_C | 554.3 | 554.3 | 0.00% |
| ✓ Steel critical temperature θa,cr at μ0=0.3EN 1993-1-2:2005 Eq (4.22) · pass band ±0.5% | theta_cr_C | 663.8 | 663.8 | 0.00% |
| ✓ Steel critical temperature θa,cr at μ0=0.7EN 1993-1-2:2005 Eq (4.22) · pass band ±0.5% | theta_cr_C | 525.8 | 525.8 | 0.00% |
| ✓ Unprotected steel temp at 60min ISO 834 fireEN 1991-1-2 §3.2.1 ISO 834 curve; Lennon et al. Ch 3 · pass band ±1% | theta_fire_C | 945.3 | 945.3 | 0.00% |
| theta_steel_unprotected_C | 940.4 | 940.4 | 0.00% | |
| ✓ Steel fire — protection required at μ0=0.6, 60min ratingEN 1993-1-2 §4.2.5; Lennon et al. Ch 5 (Passive Protection) · pass band ±15% | dp_required_mm | 13 | 13 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Staircase slope and slope lengthGeometric — Mosley/Bungey/Hulse §11.7 · pass band ±0.5% | slope_deg | 35.75 | 35.8 | 0.14% |
| Ls_m | 4.929 | 4.929 | 0.00% | |
| ✓ Staircase design load on plan nEdEC0 §6.4.3 + Mosley/Bungey/Hulse §11.7 · pass band ±1% | n_Ed_kPa | 15.8 | 15.8 | 0.00% |
| ✓ Staircase MEd and VEd (simply supported on plan)Standard simple-beam analysis on horizontal span · pass band ±1% | MEd_kNm_m | 31.6 | 31.6 | 0.00% |
| VEd_kN_m | 31.6 | 31.6 | 0.00% | |
| ✓ Staircase tension steel As_req (bug-fix regression)EC2 §6.1 + Mosley/Bungey/Hulse §11.7; CCIP-006 · pass band ±2% | As_req_mm2_m | 657 | 657 | 0.00% |
| ✓ Staircase effective depth dEC2 §4.4 cover; standard d calculation · pass band ±0.5% | d_mm | 119 | 119 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Catenary horizontal component H = wL²/(8f)Timoshenko 'Theory of Structures' §6.10; Hibbeler §5 · pass band ±0.5% | H_kN | 50 | 50 | 0.00% |
| ✓ Catenary T_max at supportsHibbeler §5.2 — cable subjected to UDL · pass band ±0.5% | T_max_kN | 53.85 | 53.9 | 0.09% |
| V_kN | 20 | 20 | 0.00% | |
| ✓ Catenary cable length (parabolic approximation)Timoshenko §6.10 — series expansion of cable length · pass band ±1% | L_cable_m | 20.52 | 20.52 | 0.01% |
| ✓ Catenary with double sag — verify H ∝ 1/fCable mechanics fundamental — H inversely proportional to sag · pass band ±0.5% | H_kN | 25 | 25 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ UB 457×191×67 Npl,Rd plastic axial resistanceEC3 §6.2.4 Eq (6.10) · pass band ±0.5% | Npl_Rd | 3,035,250 | 3,035,250 | 0.00% |
| ✓ UB 457×191×67 Mpl,y,Rd and Mpl,z,RdEC3 §6.2.5 Eq (6.13) · pass band ±0.5% | My_pl_Rd | 521,850 | 521,850 | 0.00% |
| Mz_pl_Rd | 84,135 | 84,135 | 0.00% | |
| ✓ UB 457×191×67 MN,y,Rd / MN,z,Rd at low axialEC3 §6.2.9.1 Eq (6.36), (6.37) · pass band ±0.5% | MN_y_Rd | 521,850 | 521,850 | 0.00% |
| MN_z_Rd | 84,135 | 84,135 | 0.00% | |
| ✓ UB 457×191×67 biaxial interaction (no buckling) Eq (6.41)EC3 §6.2.9.1 Eq (6.41); Trahair §10.3 · pass band ±1% | biaxial_util | 0.2744 | 0.2744 | 0.01% |
| ✓ UB 457×191×67 beam-column interaction Eq (6.61)EC3 §6.3.3 Eq (6.61); ICE Designers' Guide §4 · pass band ±2% | util_6_61 | 0.532 | 0.532 | 0.01% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Portal rafter sloped length — pitch geometryBasic geometry; SCI P397 §3.1 · pass band ±0.1% | rafter_length_m | 15.08 | 15.08 | 0.00% |
| ✓ Portal ridge height — eaves + apex riseBasic geometry; SCI P397 §3.1 · pass band ±0.1% | ridge_m | 7.577 | 7.577 | 0.00% |
| ✓ Portal frame steel weight (2 rafters + 2 columns)Section mass × length; SCI/BCSA tables · pass band ±1% | frame_weight_kg | 3,692 | 3,692 | 0.00% |
| ✓ Portal sway limit h/150 per SCI P397SCI P397 §4.4 (serviceability limits for portal frames) · pass band ±0.1% | sway_limit_mm | 40 | 40 | 0.00% |
| ✓ Portal vertical deflection check catches L/200 exceedanceSCI P397 §4.4; Steel Designers' Manual · pass band ±0.1% | deflection_ok | 0 | 0 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Sheet pile Ka at φ=30° (Rankine)Rankine (1857); Craig §11.7; Bond & Harris Ch 12 · pass band ±0.5% | Ka | 0.3333 | 0.3333 | 0.00% |
| ✓ Sheet pile Kp at φ=30° (Rankine)Rankine (1857); Craig §11.7 · pass band ±0.5% | Kp | 3 | 3 | 0.00% |
| ✓ Sheet pile active pressure at dredge levelRankine active stress; Bond & Harris Ch 12 · pass band ±0.5% | pa_H_kPa | 30 | 30 | 0.00% |
| ✓ Sheet pile Kp_eff with FoS=1.5EC7 partial factor approach; CIRIA C760 · pass band ±0.5% | Kp_eff | 2 | 2 | 0.00% |
| Knet | 1.667 | 1.667 | 0.00% | |
| ✓ Sheet pile maximum bending moment (H=5m sand)Craig §11.7 worked example; Free Earth Support analysis · pass band ±3% | Mmax_kNm_per_m | 130 | 130 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Flat slab design load nEdEC0 §6.4.3 + Concrete Centre CCIP-022 · pass band ±0.5% | n_Ed_kPa | 7.2 | 7.2 | 0.00% |
| ✓ Flat slab effective depth dEC2 §4.4 cover + Mosley/Bungey/Hulse §11.4 · pass band ±0.5% | d_mm | 219 | 219 | 0.00% |
| ✓ Flat slab L/d ratioEC2 §7.4.2; Concrete Centre CCIP-022 Table 7.4 · pass band ±0.5% | Ld_ratio | 27.4 | 27.4 | 0.00% |
| ✓ Flat slab column-strip / middle-strip moment ratioEC2 Annex I; CCIP-022 §5.4 · pass band ±3% | M_col_x_kNm_m | 19.44 | 19.44 | 0.00% |
| M_mid_x_kNm_m | 12.96 | 12.96 | 0.00% | |
| ✓ Flat slab punching shear vEd at interior columnEC2 §6.4.2; CCIP-022 §6 · pass band ±3% | vEd_MPa | 0.3127 | 0.3127 | 0.00% |
| vRd_c_MPa | 0.5788 | 0.5788 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Pile cap V per pile (axial only)Static equilibrium; Concrete Centre CCIP-021 · pass band ±0.5% | V_per_pile_kN | 500 | 500 | 0.00% |
| ✓ Pile cap plan dimensions (size_mm field present)Typical detailing: 300mm edge to pile centre · pass band ±0.5% | cap_width_mm | 2,400 | 2,400 | 0.00% |
| ✓ Pile cap effective depth dEC2 §4.4 cover requirements for foundations · pass band ±0.5% | d_mm | 710 | 710 | 0.00% |
| ✓ Pile cap As controlled by EC2 §9.2.1.1 minimumEC2 §9.2.1.1 Eq (9.1N); IStructE Manual §11 · pass band ±1% | As_x_mm2 | 2,215 | 2,215 | 0.00% |
| As_y_mm2 | 2,215 | 2,215 | 0.00% | |
| ✓ Pile cap punching shear OK at design loadEC2 §6.4 (punching) applied to pile caps · pass band ±1% | punching_col_passes | 1 | 1 | 0.00% |
| punching_pile_passes | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ End-plate Mj,Rd via component method (4 bolts in tension)EC3-1-8 §6.2.7; SCI P398 §3.5; SCI P207 · pass band ±2% | Mj_Rd_kNm | 223.3 | 223.3 | 0.00% |
| ✓ End-plate Vj,Rd shear resistanceEC3-1-8 §3.6 combined tension+shear; SCI P398 §3.6 · pass band ±3% | Vj_Rd_kN | 293.6 | 293.6 | 0.00% |
| ✓ End-plate moment utilisation MEd/Mj,RdEC3-1-8 §6.1.2; SCI P398 verification format · pass band ±1% | MEd_util | 0.896 | 0.896 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Hollow-core design load nEdEC0 §6.4.3 + manufacturer SW catalogues · pass band ±1% | n_Ed_kPa | 14.05 | 14.05 | 0.00% |
| ✓ Hollow-core applied moment MEdSimple beam analysis; Goodchild §10 · pass band ±0.5% | MEd_kNm | 134.9 | 134.9 | 0.01% |
| ✓ Hollow-core MRd capped at manufacturer prestress capacityBison/Tarmac/Spancrete Class A prestress catalogues · pass band ±2% | MRd_kNm | 118 | 118 | 0.00% |
| ✓ Hollow-core bending check fails for over-spanned unitManufacturer load-span tables; EC2 capacity limits · pass band ±0.5% | bending_passes_num | 0 | 0 | 0.00% |
| ✓ Hollow-core 6m span passes (within capacity)Manufacturer load-span tables — 200mm HC at 6m span typical · pass band ±0.5% | bending_passes_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Prestressed initial force P0 = Ap·σp0EC2 §5.10.2.1 — initial prestressing stress limits · pass band ±0.5% | P0_kN | 1,116 | 1,116 | 0.00% |
| ✓ Prestressed long-term loss percentageEC2 §5.10.6 — time-dependent losses · pass band ±10% | loss_pct | 23.5 | 23.5 | 0.00% |
| ✓ Prestressed long-term effective force P∞EC2 §5.10 — effective prestress after losses · pass band ±2% | P_inf_kN | 853 | 853 | 0.00% |
| ✓ Prestressed σ at top fibre at transferEC2 §5.10.2.2 — transfer stress limits; Hurst Ch 5 · pass band ±10% | sigma_top_transfer | -7.4 | -7.39 | 0.14% |
| ✓ Properly-sized prestressed beam passes overallEC2 §5.10 — full check at transfer and service · pass band ±0.5% | overall_passes_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ M16 8.8 anchor steel tension NRd,sEN 1992-4 §7.2.1.3 Eq (7.1); CEN/TS 1992-4 D.1 · pass band ±2% | N_Rd_s_kN | 109.2 | 109.1 | 0.09% |
| ✓ Single anchor concrete cone NRd,c (no group reduction)EN 1992-4 §7.2.1.4 Eq (7.2); Mallée & Burkhardt §5.2 · pass band ±2% | N_Rd_c_kN | 33.7 | 33.7 | 0.00% |
| ✓ 4-anchor group concrete cone NRd,c (with 0.85 factor)EN 1992-4 §7.2.1.4 group reduction · pass band ±2% | N_Rd_c_kN | 114.7 | 114.7 | 0.00% |
| ✓ Anchor steel shear VRd,sEN 1992-4 §7.2.2.2 Eq (7.17); α_v = 0.5 typical · pass band ±2% | V_Rd_s_kN | 54.6 | 54.5 | 0.18% |
| ✓ Anchor combined tension+shear interactionEN 1992-4 §7.2.3 Eq (7.54) · pass band ±10% | combined_util | 0.232 | 0.231 | 0.43% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ UB 610×229×125 plastic MRdEC3 §6.2.5 Eq (6.13) · pass band ±0.5% | MRd_kNm | 1,306 | 1,306 | 0.00% |
| ✓ Crane girder vertical deflection limit L/600EN 1993-6 §7.3 Table 7.1 · pass band ±1% | delta_limit_mm | 13.3 | 13.3 | 0.00% |
| ✓ Crane girder static utilisation MEd/MRdEN 1993-6 §6 + EN 1993-1-1 strength check · pass band ±2% | static_util | 0.285 | 0.285 | 0.00% |
| ✓ Crane girder vertical deflection passesStandard beam deflection analysis under moving loads · pass band ±10% | delta_vert_mm | 10.3 | 10.3 | 0.00% |
| ✓ Crane girder fatigue passes at S4 classEN 1993-1-9 detail categories + EN 1993-6 fatigue check · pass band ±0.5% | fatigue_passes_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Castellated depth — 50% extension over parentSCI P355 §2.3; Westok/CelBeam standard geometry · pass band ±2% | D_mm | 680 | 680 | 0.00% |
| ✓ Castellated bending utilisation at w=5 kN/mEC3 §6.2.5; SCI P355 §5.1 · pass band ±10% | bending_util | 0.057 | 0.057 | 0.00% |
| ✓ Castellated web post utilisation at w=5 (load-dependent)SCI P355 §5.2 — web post shear/buckling check · pass band ±5% | web_post_util | 0.946 | 0.946 | 0.00% |
| ✓ Castellated web post at w=10 (2× load → 2× util)Linear elasticity — shear demand ∝ load · pass band ±5% | web_post_util | 1.892 | 1.892 | 0.00% |
| ✓ Castellated Vierendeel utilisation at openingSCI P355 §4 — Vierendeel action at openings · pass band ±5% | vierendeel_util | 0.135 | 0.135 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ RC wall classification — squat (hw/lw ≤ 2)EC8 §5.4.3.4 / general wall classification · pass band ±0.5% | wall_type_squat | 1 | 1 | 0.00% |
| ✓ RC wall minimum vertical reinforcementEC2 §9.6.2(1) — As,vmin = 0.002·Ac · pass band ±1% | As_min_vert_mm2_m | 400 | 400 | 0.00% |
| ✓ RC wall minimum horizontal reinforcementEC2 §9.6.3(1) — As,hmin = max(0.25·As,v ; 0.001·Ac) · pass band ±1% | As_min_horiz_mm2_m | 200 | 200 | 0.00% |
| ✓ RC wall bending check fails for over-momentEC2 §6.1 + §9.6.2(1) — 4% max reinforcement; concrete ceiling · pass band ±0.5% | bending_passes_num | 0 | 0 | 0.00% |
| ✓ RC wall bending passes at moderate momentEC2 §6.1 wall flexural capacity · pass band ±0.5% | bending_passes_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Corbel strut inclination angleEC2 §6.5.3 + §J.3 strut-and-tie geometry · pass band ±3% | theta_deg | 63.8 | 63.8 | 0.00% |
| ✓ Corbel primary tension tie reinforcementEC2 §J.3 — tie force Ftd = VEd·ac/z + HEd · pass band ±5% | As_main_mm2 | 408 | 408 | 0.00% |
| ✓ Corbel horizontal link reinforcementEC2 §J.3(2) — As,lnk ≥ k1·As,main · pass band ±5% | As_horiz_mm2 | 204 | 204 | 0.00% |
| ✓ Corbel bearing check fails for small plateEC2 §6.5.4 — node compression limit σRd,max · pass band ±0.5% | bearing_ok_num | 0 | 0 | 0.00% |
| ✓ Corbel bearing passes for adequate plateEC2 §6.5.4 — node compression limit · pass band ±0.5% | bearing_ok_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ C24 joist design bending stress σm,dEC5 §6.1.6; Porteous & Kermani §4 · pass band ±2% | sigma_m_kNm2 | 8,330 | 8,330 | 0.00% |
| ✓ C24 design bending strength fm,dEC5 §2.4.1 + §3.2; EN 338 strength class C24 · pass band ±2% | fm_d_kNm2 | 14,769 | 14,769 | 0.00% |
| ✓ C24 joist final deflection with creepEC5 §2.2.3 + §7.2; kdef=0.6 for SC1 solid timber · pass band ±3% | deflection_mm | 13.93 | 13.93 | 0.00% |
| ✓ Under-sized joist fails deflection (span/400)EC5 §7.2 serviceability deflection limits · pass band ±3% | overall_util | 1.393 | 1.393 | 0.00% |
| ✓ Adequate joist (47×225) passes all checksEC5 §6 + §7 — full member verification · pass band ±3% | overall_util | 0.978 | 0.978 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ RC fire axis distance a = cover + φ/2EN 1992-1-2 §5.2 — axis distance definition · pass band ±1% | a_axis_mm | 45 | 45 | 0.00% |
| ✓ RC fire axis distance check passes for R60EN 1992-1-2 Table 5.5 — beam tabulated requirements · pass band ±0.5% | axis_ok_num | 1 | 1 | 0.00% |
| ✓ RC fire reduced section (500°C isotherm, 3-sided)EN 1992-1-2 Annex B.1 — 500°C isotherm method · pass band ±3% | b_red_mm | 266 | 266 | 0.00% |
| h_red_mm | 483 | 483 | 0.00% | |
| ✓ RC fire moment resistance MRd,fire ≥ MEd,fireEN 1992-1-2 §4.2 + Annex B — reduced section capacity · pass band ±3% | MRd_fire_kNm | 193.5 | 193.5 | 0.00% |
| ✓ RC fire — adequately detailed beam passes R60EN 1992-1-2 §5 + Annex B combined verification · pass band ±0.5% | passes_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Composite slab design moment MEdEC0 load combination + simple span analysis · pass band ±3% | MEd_kNm_m | 16.04 | 16.04 | 0.02% |
| ✓ Composite slab moment resistance MRdEC4 §9.7.2 — plastic moment of composite section · pass band ±8% | MRd_kNm_m | 44 | 41.27 | 6.22% |
| ✓ Composite slab propped — low construction deflectionEC4 §9.3.2 + §9.8 — propped construction · pass band ±10% | delta_construction_mm | 2.28 | 2.28 | 0.00% |
| ✓ Composite slab unpropped — large construction deflectionEC4 §9.3.2 — bare steel deck carries wet concrete · pass band ±10% | delta_construction_mm | 38.52 | 41.26 | 7.11% |
| ✓ Composite slab (150mm, propped) passes overallEC4 §9 + EC4-1-2 §4 combined verification · pass band ±0.5% | overall_pass_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Flitch beam composite stiffness EITransformed-section method; Ozelton & Baird §4.13 · pass band ±2% | EI_kNm2 | 2,089 | 2,089 | 0.00% |
| ✓ Flitch beam deflection δ = 5wL⁴/384EIStandard beam deflection; EC5 §7.2 · pass band ±2% | delta_mm | 15.95 | 15.95 | 0.00% |
| ✓ Flitch beam fails deflection (under-sized)EC5 §7.2 — serviceability deflection limit · pass band ±3% | overall_util | 1.436 | 1.436 | 0.00% |
| ✓ Flitch beam (47×250 + 12mm plate) passesEC5 + EC3 combined member verification · pass band ±5% | overall_util | 0.648 | 0.648 | 0.00% |
| ✓ Flitch beam EI scales with depth cubedEI ∝ h³ for rectangular sections · pass band ±3% | EI_kNm2 | 4,080 | 4,081 | 0.02% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ UC 254×254×73 NRk = A·fyEC3 §6.3.1.1 — characteristic compression resistance · pass band ±0.5% | NRk_kN | 3,305 | 3,305 | 0.00% |
| ✓ UC 254×254×73 My,Rk = Wpl,y·fyEC3 §6.2.5 — plastic moment resistance · pass band ±0.5% | My_Rk_kNm | 352.2 | 352.2 | 0.00% |
| ✓ Beam-column interaction factor kyyEC3 Annex B Table B.1 (Method 2) · pass band ±3% | kyy | 1.028 | 1.028 | 0.01% |
| ✓ Beam-column Eq (6.61) utilisationEC3 §6.3.3 Eq (6.61) · pass band ±3% | util_eq61 | 0.617 | 0.617 | 0.00% |
| ✓ Beam-column fails at heavy combined loadEC3 §6.3.3 — interaction exceedance · pass band ±0.5% | passes_num | 0 | 0 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ UB 457×191×67 in bending → Class 1EC3 Table 5.2 sheet 1 (bending); SCI P363 Blue Book · pass band ±0.5% | section_class | 1 | 1 | 0.00% |
| ✓ UB 457×191×67 flange → Class 1EC3 Table 5.2 sheet 2 — outstand compression flange · pass band ±0.5% | flange_class | 1 | 1 | 0.00% |
| ✓ UB 457×191×67 web in bending → Class 1EC3 Table 5.2 sheet 1 — internal part in bending (72ε limit) · pass band ±0.5% | web_class | 1 | 1 | 0.00% |
| ✓ UB 457×191×67 web in pure compression → Class 4EC3 Table 5.2 sheet 1 — internal part in compression (33ε limit) · pass band ±0.5% | web_class | 4 | 4 | 0.00% |
| ✓ Slender plate girder (6mm web, 1m deep) → Class 4EC3-1-5 §4 — slender web requires effective section · pass band ±0.5% | web_class | 4 | 4 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ SS square slab — m = wu·L²/24Johansen yield-line theory; Kennedy & Goodchild §3 · pass band ±2% | m_req_kNm_m | 22.5 | 22.5 | 0.00% |
| ✓ SS rectangular slab 4×6m — Johansen affine formulaJohansen yield-line; Kennedy & Goodchild §3.2 · pass band ±2% | m_req_kNm_m | 14.14 | 14.14 | 0.02% |
| ✓ SS square slab 8×8m — m scales with L²Johansen yield-line — m ∝ L² · pass band ±2% | m_req_kNm_m | 40 | 40 | 0.00% |
| ✓ Yield-line FoS = 1.0 for matched designJohansen — collapse load equals design load when m sized exactly · pass band ±2% | FoS | 1 | 1 | 0.00% |
| ✓ Yield-line m scales linearly with loadJohansen — m ∝ wu · pass band ±2% | m_req_kNm_m | 45 | 45 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Water tank wall base moment (4m deep)Hydrostatic cantilever: M = γ·H³/6; EC2-3 γf=1.4 · pass band ±2% | MEd_kNm_m | 149.3 | 149.3 | 0.00% |
| ✓ Water tank wall base shear (4m deep)Hydrostatic cantilever: V = γ·H²/2; EC2-3 γf=1.4 · pass band ±2% | VEd_kN_m | 112 | 112 | 0.00% |
| ✓ Water tank wall moment scales with H³Hydrostatic cantilever — M ∝ H³ · pass band ±2% | MEd_kNm_m | 504 | 504 | 0.00% |
| ✓ Water tank wall crack width ≤ 0.2mmEC2-3 §7.3 + EC2-1-1 §7.3.4 — crack width control · pass band ±0.5% | crack_ok_num | 1 | 1 | 0.00% |
| ✓ Water tank wall (350mm, 4m) passes overallEC2-3 combined strength + crack verification · pass band ±0.5% | overall_pass_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Steel floor fundamental frequency f1AISC DG11 §3.2; SCI P354 §2 · pass band ±2% | f1_Hz | 6.132 | 6.132 | 0.00% |
| ✓ Steel floor frequency above 3 Hz thresholdAISC DG11 §4.1 — low-frequency floor threshold · pass band ±0.5% | freq_passes_num | 1 | 1 | 0.00% |
| ✓ Steel floor peak acceleration within limitAISC DG11 §4.1 Eq (4.1) — ap/g vs comfort limit · pass band ±0.5% | accel_passes_num | 1 | 1 | 0.00% |
| ✓ Steel floor frequency drops with span (f1 ∝ 1/L²)AISC DG11 — frequency scales inversely with span squared · pass band ±3% | f1_Hz | 3.449 | 3.45 | 0.03% |
| ✓ Timber floor fundamental frequency (EC5)EC5 §7.3.3 Eq (7.5) · pass band ±0.5% | freq_passes_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Primary consolidation settlement (NC clay)Terzaghi 1-D consolidation; Craig §7.5 · pass band ±2% | Sc_mm | 88 | 88 | 0.00% |
| ✓ Secondary compression settlementTerzaghi/Mesri secondary compression; Craig §7.10 · pass band ±3% | Ss_mm | 28.3 | 28.3 | 0.00% |
| ✓ Time for 50% consolidationTerzaghi 1-D solution — Tv(50%)=0.197 · pass band ±3% | t_50_days | 161.3 | 161.3 | 0.00% |
| ✓ Time for 90% consolidation (bug-fix regression)Terzaghi 1-D — Casagrande Tv(90%)=0.848 · pass band ±3% | t_90_days | 696.4 | 696.4 | 0.00% |
| ✓ Time for 95% consolidationTerzaghi 1-D — Casagrande Tv(95%)=1.129 · pass band ±3% | t_95_days | 927.1 | 927.1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Driven pile shaft friction Qs (Meyerhof, sand)Meyerhof (1976); Tomlinson & Woodward §4 · pass band ±2% | Qs_kN | 725.7 | 725.7 | 0.00% |
| ✓ Driven pile base resistance Qb (Meyerhof, sand)Meyerhof (1976) — end bearing qb = 400·N · pass band ±2% | Qb_kN | 1,347 | 1,347 | 0.00% |
| ✓ Driven pile total compressive resistance RtEC7 §7.6.2 — pile resistance from ground tests · pass band ±3% | Rt_kN | 1,535 | 1,535 | 0.00% |
| ✓ Driven pile elastic compression under drivingENR pile-driving formula; Fleming et al. §5 · pass band ±10% | s_elastic_mm | 1.66 | 1.66 | 0.00% |
| ✓ Driven pile base capacity scales with D²End bearing Qb = qb·Abase, Abase ∝ D² · pass band ±3% | Qb_kN | 2,749 | 2,749 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ CPT average sleeve friction qsLunne, Robertson & Powell §5 — CPT pile design · pass band ±8% | qs_avg_kPa | 78 | 78 | 0.00% |
| ✓ CPT-derived pile shaft capacity QsLCPC/Bustamante & Gianeselli CPT pile method · pass band ±5% | Qs_kN | 1,225 | 1,225 | 0.00% |
| ✓ CPT-derived pile base capacity QbCPT cone resistance → pile end bearing · pass band ±5% | Qb_kN | 2,474 | 2,474 | 0.00% |
| ✓ CPT-derived total pile resistance RtEC7 §7.6.2 — pile capacity from CPT (ground test results) · pass band ±3% | Rt_kN | 3,699 | 3,699 | 0.00% |
| ✓ CPT shallow-foundation bearing pressureSchmertmann / Meyerhof CPT-bearing correlation · pass band ±5% | bearing_kPa | 700 | 700 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Loose sand under strong shaking → liquefiableSeed & Idriss simplified procedure; Youd et al. (2001) · pass band ±0.5% | overall_liquefiable_num | 1 | 1 | 0.00% |
| ✓ Dense sand, deep GWT, weak shaking → not liquefiableSeed & Idriss simplified procedure · pass band ±0.5% | overall_liquefiable_num | 0 | 0 | 0.00% |
| ✓ Liquefiable layer count (loose profile)Layer-by-layer FoS = CRR/CSR evaluation · pass band ±0.5% | n_liquefiable | 4 | 4 | 0.00% |
| ✓ Shallow water table → more layers liquefyLiquefaction requires saturation — GWT controls extent · pass band ±0.5% | overall_liquefiable_num | 1 | 1 | 0.00% |
| ✓ Large-magnitude event raises liquefaction riskMagnitude scaling factor (MSF) — Youd et al. (2001) · pass band ±0.5% | overall_liquefiable_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Transfer beam — two column loads, superposed momentStatics — superposition of point loads on a simple span · pass band ±1% | MEd_kNm | 4,500 | 4,500 | 0.00% |
| ✓ Transfer beam — two column loads, end shearStatics — reaction = sum of point-load contributions · pass band ±1% | VEd_kN | 1,500 | 1,500 | 0.00% |
| ✓ Transfer beam — single central load M = PL/4Statics — central point load on simple span · pass band ±1% | MEd_kNm | 4,000 | 4,000 | 0.00% |
| ✓ Transfer beam — point load plus UDLStatics — superposition of point load and UDL · pass band ±1% | MEd_kNm | 3,160 | 3,160 | 0.00% |
| ✓ Transfer beam — off-centre column loadStatics — M = R_A·a for a point load at distance a · pass band ±1% | MEd_kNm | 3,375 | 3,375 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Lintel ULS design loadEN 1990 Eq 6.10 load combination · pass band ±1% | load_kN_m | 21 | 21 | 0.00% |
| ✓ Lintel design moment MEdSimple beam: M = wL²/8 · pass band ±2% | MEd_kNm | 8.51 | 8.51 | 0.00% |
| ✓ Lintel design shear VEdSimple beam: V = wL/2 · pass band ±2% | VEd_kN | 18.9 | 18.9 | 0.00% |
| ✓ Lintel catalogue selection (smallest adequate)IG Lintels / Catnic standard load-span tables · pass band ±2% | MRd_kNm | 15 | 15 | 0.00% |
| ✓ Longer opening selects heavier lintelIG Lintels load-span tables — span-driven selection · pass band ±2% | MRd_kNm | 45 | 45 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Ground beam single-span sagging momentStatics — simply-supported beam M = wL²/8 · pass band ±1% | M_sagg_kNm | 156.2 | 156.2 | 0.03% |
| ✓ Ground beam single-span end shearStatics — simply-supported beam V = wL/2 · pass band ±1% | VEd_kN | 125 | 125 | 0.00% |
| ✓ Ground beam sagging reinforcement AsEC2 §6.1 — flexural reinforcement design · pass band ±8% | As_sagg_mm2 | 804 | 804 | 0.00% |
| ✓ Continuous ground beam — hogging over supportsMoment coefficients for continuous beams; Reynolds' Handbook · pass band ±5% | M_hogg_kNm | 156.2 | 156.2 | 0.00% |
| ✓ Ground beam moment scales linearly with loadStatics — M ∝ w · pass band ±1% | M_sagg_kNm | 312.5 | 312.5 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ EC2 design bond strength fbd (good bond, 20mm)EC2 §8.4.2 Eq (8.2) · pass band ±2% | fbd_MPa | 3.041 | 3.041 | 0.00% |
| ✓ EC2 basic anchorage length lb,rqd (20mm bar)EC2 §8.4.3 Eq (8.3) · pass band ±2% | lb_rqd_mm | 715 | 715 | 0.00% |
| ✓ EC2 design anchorage length lbdEC2 §8.4.4 Eq (8.4) — lbd = α1·α2·α3·α4·α5·lb,rqd · pass band ±2% | lbd_mm | 715 | 715 | 0.00% |
| ✓ EC2 anchorage — poor bond increases lengthEC2 §8.4.2 — η1 = 0.7 for poor bond conditions · pass band ±3% | lb_rqd_mm | 1,021 | 1,021 | 0.00% |
| ✓ EC2 anchorage scales with bar diameterEC2 §8.4.3 — lb,rqd ∝ φ · pass band ±3% | lb_rqd_mm | 1,144 | 1,144 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Imposed load area reduction factor αAEC1 §6.3.1.2 Eq (6.1) + UK NA 25%-max-reduction cap · pass band ±1% | alpha_A | 0.75 | 0.75 | 0.00% |
| ✓ Reduced imposed load qk,redEC1 §6.3.1.2 — qk,red = αA · qk · pass band ±1% | qk_reduced_kPa | 2.25 | 2.25 | 0.00% |
| ✓ Storey reduction factor αn (5 storeys)EC1 §6.3.1.2 Eq (6.2) · pass band ±2% | alpha_n | 0.82 | 0.82 | 0.00% |
| ✓ Storey reduction factor αn (10 storeys)EC1 §6.3.1.2 Eq (6.2) · pass band ±2% | alpha_n | 0.76 | 0.76 | 0.00% |
| ✓ Imposed reduction — single storey applies αn = 1.0EC1 §6.3.1.2 — αn = 1.0 for one storey · pass band ±0.5% | alpha_n | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Column squash load capacityEC2 §6.1 — pure axial capacity with αcc = 0.85 · pass band ±2% | N_capacity_kN | 3,763 | 3,763 | 0.00% |
| ✓ Biaxial interaction utilisation (a from NEd/NRd)EC2 §5.8.9 Eq (5.39) — exponent method · pass band ±4% | utilisation | 0.469 | 0.4694 | 0.09% |
| ✓ Biaxial interaction at low axial load (a ≈ 1)EC2 §5.8.9 — a = 1.0 at NEd/NRd ≤ 0.1 · pass band ±4% | utilisation | 0.7155 | 0.7155 | 0.00% |
| ✓ Biaxial column passes for modest momentsEC2 §5.8.9 — utilisation ≤ 1.0 · pass band ±0.5% | passes_num | 1 | 1 | 0.00% |
| ✓ Biaxial column fails for large momentsEC2 §5.8.9 — interaction exceedance · pass band ±0.5% | passes_num | 0 | 0 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Schmertmann net foundation pressureSchmertmann (1978) — Δq = q − γ·Df · pass band ±1% | q_net_kPa | 182 | 182 | 0.00% |
| ✓ Schmertmann depth correction C1Schmertmann (1978) — C1 = 1 − 0.5·(σ'v0/Δq) · pass band ±2% | C1 | 0.951 | 0.951 | 0.00% |
| ✓ Schmertmann creep factor C2 (50-year)Schmertmann (1978) — C2 = 1 + 0.2·log10(t/0.1) · pass band ±2% | C2 | 1.54 | 1.54 | 0.00% |
| ✓ Schmertmann settlement predictionSchmertmann (1978) — strain-influence integration · pass band ±5% | s_mm | 19.31 | 19.31 | 0.00% |
| ✓ Schmertmann settlement scales with pressureSchmertmann (1978) — s ∝ Δq (approximately) · pass band ±0.5% | passes_num | 0 | 0 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ RC wall concrete shear contribution VRd,cEC2 §6.2.2 — VRd,c with axial compression enhancement · pass band ±5% | VRd_c_kN | 234.9 | 234.9 | 0.00% |
| ✓ RC wall reinforcement shear contribution VRd,sEC2 §6.2.3 — horizontal web reinforcement contribution · pass band ±5% | VRd_s_kN | 869.6 | 869.6 | 0.00% |
| ✓ RC wall total in-plane shear resistance VRdEC2 §6.2 — VRd = VRd,c + VRd,s · pass band ±3% | VRd_kN | 1,104 | 1,104 | 0.00% |
| ✓ RC wall strut-crushing limit VRd,maxEC2 §6.2.3 Eq (6.9) — maximum shear before web crushing · pass band ±5% | VRd_max_kN | 3,928 | 3,928 | 0.00% |
| ✓ RC wall shear passes (VEd < VRd)EC2 §6.2 — shear adequacy · pass band ±0.5% | passes_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ kmod — solid timber, SC1, medium-term loadEC5 Table 3.1 · pass band ±1% | kmod | 0.8 | 0.8 | 0.00% |
| ✓ kmod — solid timber, SC1, permanent loadEC5 Table 3.1 · pass band ±1% | kmod | 0.6 | 0.6 | 0.00% |
| ✓ kmod — solid timber, SC1, instantaneous loadEC5 Table 3.1 · pass band ±1% | kmod | 1.1 | 1.1 | 0.00% |
| ✓ Design bending strength fm,dEC5 §2.4.1 Eq (2.14) — fd = kmod·fk/γM · pass band ±1% | fm_d | 14.77 | 14.77 | 0.01% |
| ✓ kmod reduced for wet service class (SC3)EC5 Table 3.1 — service class 3 (wet) reduction · pass band ±1% | kmod | 0.65 | 0.65 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ C24 rafter design bending strength fm,dEC5 §2.4.1 + Table 3.1 · pass band ±2% | fm_d_MPa | 14.77 | 14.77 | 0.00% |
| ✓ C24 rafter applied bending stress σm,dEC5 §6.1.6 — σm,d = MEd/W · pass band ±3% | sigma_m_d_MPa | 9.42 | 9.42 | 0.00% |
| ✓ C24 rafter bending utilisationEC5 §6.1.6 — σm,d / fm,d · pass band ±3% | bending_util | 0.638 | 0.638 | 0.00% |
| ✓ C24 rafter deflection (real value, not zero)EC5 §7.2 — δ = 5wL⁴/384EI · pass band ±8% | deflection_mm | 13.2 | 13.2 | 0.00% |
| ✓ Over-spanned rafter fails deflectionEC5 §7.2 — deflection limit span/300 · pass band ±0.5% | passes_num | 0 | 0 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Nail embedment fh,k — not predrilled (EC5 Eq 8.15)EC5 §8.3.1.1 Eq (8.15) · pass band ±2% | fh_k | 19.71 | 19.71 | 0.01% |
| ✓ Nail embedment fh,k — predrilled (EC5 Eq 8.16)EC5 §8.3.1.1 Eq (8.16) · pass band ±2% | fh_k | 27.7 | 27.7 | 0.02% |
| ✓ Bolt embedment fh,0,k (EC5 §8.5.1.1)EC5 §8.5.1.1 Eq (8.32) — parallel-to-grain bolt embedment · pass band ±2% | fh_k | 25.26 | 25.26 | 0.02% |
| ✓ Nail embedment decreases with diameter (d^-0.3)EC5 Eq 8.15 — fh,k ∝ d^(-0.3) · pass band ±3% | fh_k | 16.55 | 16.77 | 1.31% |
| ✓ Nail embedment scales linearly with densityEC5 Eq 8.15 — fh,k ∝ ρk · pass band ±2% | fh_k | 23.65 | 23.65 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Effective number of bolts n_ef (row of 6)EC5 §8.5.1.1 Eq (8.34) · pass band ±2% | n_ef | 4.245 | 4.245 | 0.00% |
| ✓ Bolt group resistance Fv,Rd,groupEC5 §8.5.1.1 — Fv,Rd,group = n_ef · Fv,Rd,single · pass band ±2% | Fv_Rd_group | 42.45 | 42.45 | 0.00% |
| ✓ Group reduction factor n_ef/nEC5 §8.5.1.1 — group efficiency · pass band ±2% | reduction | 0.708 | 0.708 | 0.00% |
| ✓ Wider bolt spacing increases n_efEC5 §8.5.1.1 — n_ef ∝ (a1)^0.25 · pass band ±3% | n_ef | 4.965 | 4.967 | 0.04% |
| ✓ Bolt group fails — demand exceeds n_ef capacityEC5 §8.5.1.1 — design check Fv,Ed ≤ Fv,Rd,group · pass band ±0.5% | passes_num | 0 | 0 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Gabion wall course countCIRIA C516 — standard 0.5m gabion courses · pass band ±0.5% | n_courses | 6 | 6 | 0.00% |
| ✓ Gabion wall sliding factor of safetyEC7 §9 / BS 8002 — sliding stability of gravity walls · pass band ±8% | FoS_sliding | 1.35 | 1.35 | 0.00% |
| ✓ Gabion wall overturning factor of safetyEC7 §9 / BS 8002 — overturning about the toe · pass band ±8% | FoS_overturning | 1.78 | 1.78 | 0.00% |
| ✓ Gabion wall maximum base bearing pressureEC7 §6 — bearing resistance under gravity wall base · pass band ±10% | q_max_kPa | 92 | 92 | 0.00% |
| ✓ Taller gabion wall has lower sliding FoSGravity-wall mechanics — thrust ∝ H², weight ∝ H · pass band ±0.5% | sliding_ok_num | 0 | 0 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Highway notional lane count (7.3m carriageway)EC1-2 §4.2.3 / BS 5400 — notional lane division · pass band ±0.5% | n_lanes | 2 | 2 | 0.00% |
| ✓ BS 5400 HA knife-edge load (KEL)BS 5400-2 / BD 37 — 120 kN KEL per notional lane · pass band ±1% | KEL_kN | 240 | 240 | 0.00% |
| ✓ BS 5400 HA bending moment (20m span)BS 5400-2 — M = w·L²/8 + KEL·L/4 · pass band ±3% | M_HA_kNm | 5,782 | 5,782 | 0.00% |
| ✓ BS 5400 HB (45-unit) bending momentBS 5400-2 / BD 37 — HB abnormal vehicle, 45 units · pass band ±3% | M_HB_kNm | 7,523 | 7,523 | 0.00% |
| ✓ EC1-2 Load Model 1 bending momentEC1-2 §4.3.2 — tandem systems + UDL · pass band ±5% | M_LM1_kNm | 3,700 | 3,700 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Slab-on-grade radius of relative stiffness lWestergaard (1926); TR34 §A · pass band ±3% | l_char_mm | 869 | 869 | 0.00% |
| ✓ Slab-on-grade maximum flexural stressWestergaard interior-loading stress equation; TR34 · pass band ±5% | sigma_max_MPa | 2.593 | 2.593 | 0.00% |
| ✓ Slab-on-grade allowable flexural stressTR34 — allowable concrete flexural stress with safety factor · pass band ±5% | sigma_allow_MPa | 1.738 | 1.738 | 0.00% |
| ✓ Slab-on-grade maximum point load capacityTR34 — punching / flexural capacity for a point load · pass band ±8% | P_max_kN | 40.2 | 40.2 | 0.00% |
| ✓ Slab-on-grade thicker slab carries more loadTR34 — flexural capacity ∝ h² · pass band ±0.5% | overall_pass_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Steel section factor Am/VEC3-1-2 §4.2.5 — section factor for unprotected/protected steel · pass band ±1% | Am_V_m1 | 144 | 144 | 0.00% |
| ✓ Steel fire load ratio μ0EC3-1-2 §4.2.4 — degree of utilisation in fire · pass band ±2% | mu0 | 0.5 | 0.5 | 0.00% |
| ✓ Steel critical temperature θcrEC3-1-2 §4.2.4 Eq (4.22) · pass band ±2% | theta_cr_C | 584.7 | 584.7 | 0.00% |
| ✓ Lower load ratio raises critical temperatureEC3-1-2 Eq (4.22) — θcr increases as μ0 decreases · pass band ±3% | theta_cr_C | 697.6 | 700 | 0.34% |
| ✓ Protected steel member achieves required REIEC3-1-2 §4.2 + protection thickness design · pass band ±0.5% | passes_REI_num | 1 | 1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Undersized culvert fails on headwaterFHWA HDS-5 — inlet control headwater · pass band ±0.5% | passes_num | 0 | 0 | 0.00% |
| ✓ Adequate culvert (1500mm) passesFHWA HDS-5 — inlet/outlet control check · pass band ±0.5% | passes_num | 1 | 1 | 0.00% |
| ✓ Culvert design headwater (1500mm)FHWA HDS-5 — design HW = max(inlet, outlet control) · pass band ±8% | HW_design_m | 1.132 | 1.132 | 0.00% |
| ✓ Culvert barrel velocityManning / continuity — flow velocity in the barrel · pass band ±10% | V_m_s | 4 | 4 | 0.00% |
| ✓ Larger culvert lowers headwaterFHWA HDS-5 — HW decreases as barrel size increases · pass band ±10% | HW_design_m | 0.786 | 0.786 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Embodied carbon total (concrete + steel frame)RICS WLCA 2nd Ed; ICE Database carbon factors · pass band ±5% | total_kgCO2e | 17,820 | 17,820 | 0.00% |
| ✓ Embodied carbon intensity per m²RICS WLCA — kgCO2e per m² of floor area · pass band ±5% | per_m2_kgCO2e | 36 | 36 | 0.00% |
| ✓ Embodied carbon within RIBA 2030 benchmarkRIBA 2030 Climate Challenge — embodied carbon target · pass band ±0.5% | riba_passes_num | 1 | 1 | 0.00% |
| ✓ Embodied carbon scales with material quantityBS EN 15978 — carbon ∝ material quantity · pass band ±5% | total_kgCO2e | 6,160 | 6,160 | 0.00% |
| ✓ Embodied carbon per m² — concrete-only structureRICS WLCA — per-m² intensity · pass band ±5% | per_m2_kgCO2e | 12 | 12 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ AS 3600 flexural reinforcement (300x550, M*=250)AS 3600:2018 Section 8.1 - rectangular stress block · pass band ±3% | Ast_req_mm2 | 1,147 | 1,147 | 0.00% |
| ✓ AS 3600 flexural reinforcement (fc=50 MPa)AS 3600:2018 Section 8.1 - alpha2/gamma vary with fc · pass band ±3% | Ast_req_mm2 | 1,504 | 1,504 | 0.00% |
| ✓ AS 3600 shear reinforcement (V*=150 kN)AS 3600:2018 Section 8.2.5 - Vus = (Asv/s)*fsy*d*cot(theta) · pass band ±4% | Asv_req_mm2_m | 456 | 456 | 0.00% |
| ✓ AS 3600 shear capacity is physically realisticAS 3600:2018 Section 8.2 - phi*Vu = phi*(Vuc + Vus) · pass band ±5% | phi_Vn_kN | 150 | 150 | 0.00% |
| ✓ AS 3600 light-shear beam uses minimum linksAS 3600:2018 Section 8.2.8 - minimum shear reinforcement · pass band ±5% | Asv_req_mm2_m | 210 | 210 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ AS 4100 section moment capacity phi*Ms (410UB54, non-compact)AS 4100:2020 Section 5.2.1 - phi*Ms = phi*fy*Ze · pass band ±2% | phi_Ms_kNm | 267 | 267 | 0.00% |
| ✓ AS 4100 shear capacity phi*Vv (410UB54)AS 4100:2020 Section 5.11.2 - phi*Vv = phi*0.6*fy*Aw · pass band ±2% | phi_Vv_kN | 536.2 | 536.2 | 0.00% |
| ✓ AS 4100 section moment capacity phi*Ms (530UB92, compact)AS 4100:2020 Section 5.2 - compact section uses plastic modulus Sx · pass band ±2% | phi_Ms_kNm | 639.9 | 639.9 | 0.00% |
| ✓ AS 4100 shear capacity phi*Vv (530UB92)AS 4100:2020 Section 5.11.2 · pass band ±2% | phi_Vv_kN | 880.7 | 880.7 | 0.00% |
| ✓ AS 4100 standalone shear functionAS 4100:2020 Section 5.11.2 - direct phi*Vv evaluation · pass band ±2% | phi_Vv_kN | 536.2 | 536.2 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ NZS 3101 flexural reinforcement (300x550, M*=250)NZS 3101.1:2006 Section 7 - rectangular stress block · pass band ±3% | Ast_req_mm2 | 1,148 | 1,148 | 0.00% |
| ✓ NZS 3101 flexural reinforcement scales with momentNZS 3101.1:2006 Section 7 · pass band ±5% | Ast_req_mm2 | 1,523 | 1,523 | 0.00% |
| ✓ NZS 3101 shear capacity is physically realisticNZS 3101.1:2006 Section 9 - phi*Vn = phi*(Vc + Vs) · pass band ±8% | phi_Vn_kN | 150 | 150 | 0.00% |
| ✓ NZS 3101 nominally-ductile class - minimum steel onlyNZS 3101.1:2006 Section 2.6 - ductility classification · pass band ±0.5% | confinement_req_num | 0 | 0 | 0.00% |
| ✓ NZS 3101 flexural reinforcement (fc=40 MPa)NZS 3101.1:2006 Section 7 - alpha1/beta1 vary with fc · pass band ±5% | Ast_req_mm2 | 1,126 | 1,126 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ IS 800 moment capacity Md (ISMB400, plastic)IS 800:2007 Section 8.2.1.2 - Md = beta_b*Zp*fy/gamma_m0 · pass band ±2% | Md_ltb_kNm | 284.1 | 284.1 | 0.00% |
| ✓ IS 800 shear capacity Vd (ISMB400)IS 800:2007 Section 8.4.1 - Vd = Av*fyw/(sqrt(3)*gamma_m0) · pass band ±2% | Vd_kN | 467.1 | 467.1 | 0.00% |
| ✓ IS 800 moment capacity Md (ISMB500)IS 800:2007 Section 8.2.1.2 · pass band ±2% | Md_ltb_kNm | 502.3 | 502.3 | 0.00% |
| ✓ IS 800 shear capacity Vd (ISMB500)IS 800:2007 Section 8.4.1 · pass band ±2% | Vd_kN | 669.2 | 669.2 | 0.00% |
| ✓ IS 800 standalone shear functionIS 800:2007 Section 8.4.1 - direct Vd evaluation · pass band ±2% | Vd_kN | 467.1 | 467.1 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ ASME VIII shell thickness (UG-27 hoop)ASME VIII Div 1 UG-27(c)(1) · pass band ±3% | t_req_mm | 13.96 | 13.96 | 0.00% |
| ✓ ASME VIII hoop stress in shellASME VIII Div 1 - circumferential membrane stress · pass band ±3% | sigma_hoop_MPa | 136.4 | 136.4 | 0.00% |
| ✓ ASME VIII longitudinal stress = hoop/2Thin-shell theory - longitudinal stress is half the hoop · pass band ±3% | sigma_long_MPa | 68.18 | 68.18 | 0.00% |
| ✓ ASME VIII MAWP >= design pressureASME VIII Div 1 - maximum allowable working pressure · pass band ±3% | MAWP_MPa | 2.006 | 2.006 | 0.01% |
| ✓ ASME VIII thicker shell for higher pressureASME VIII Div 1 UG-27 - t increases with P · pass band ±3% | t_req_mm | 25.12 | 25.12 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ B31.3 hoop stress (mill-tolerance wall)ASME B31.3 Section 304.1 - pressure design of straight pipe · pass band ±3% | Sh_MPa | 54.18 | 54.18 | 0.00% |
| ✓ B31.3 allowable displacement-stress range SAASME B31.3 Section 302.3.5(d) - liberal allowable stress range · pass band ±3% | SE_allow_MPa | 289.2 | 289.2 | 0.00% |
| ✓ B31.3 sustained longitudinal stressASME B31.3 Section 302.3.5 - sustained-load longitudinal stress · pass band ±5% | SL_sust_MPa | 27.09 | 27.09 | 0.00% |
| ✓ B31.3 pressure design adequateASME B31.3 Section 304.1 - pressure design check · pass band ±0.5% | pressure_ok_num | 1 | 1 | 0.00% |
| ✓ B31.3 hoop stress - larger pipe at lower pressureASME B31.3 Section 304.1 · pass band ±3% | Sh_MPa | 48.71 | 48.71 | 0.00% |
| Case & published source | Quantity | Published | Volex | Error |
|---|---|---|---|---|
| ✓ Newmark - zero excitation gives zero responseEquation of motion - trivial solution; integrator stability · pass band ±0.5% | u_max_m | 0 | 0 | 0.00% |
| ✓ Newmark - natural frequency fn = 1/TnStructural dynamics - fn = 1/Tn · pass band ±1% | fn_Hz | 1 | 1 | 0.00% |
| ✓ Newmark - step-response peak displacementChopra Section 4 - step response of a damped SDOF system · pass band ±3% | u_max_m | 0.04697 | 0.04698 | 0.01% |
| ✓ Newmark - spectral acceleration of step responseStructural dynamics - Sa = wn^2 * Sd · pass band ±3% | Sa_g | 0.1894 | 0.1894 | 0.00% |
| ✓ Newmark - stiffer system deflects lessStructural dynamics - u_static = a/wn^2, wn proportional to 1/Tn · pass band ±5% | u_max_m | 0.01174 | 0.01174 | 0.03% |
Free account, 10 calculations a month. Every result carries its clause references.