RC-Structura betaVerification record
Every published example, run through the application.
Worked examples from recognized sources — design manuals, professional associations, university courses — redone in RC-Structura, quantity by quantity. Gaps are explained; the defects found are published, with what was done about them.
37examples
101findings, all fixed or stated in the sheet
37of them unconservative, fixed
0gaps left unexplained
The method: two layers
Each example is a script that can be re-run. It checks two things, separately:
- Layer A, the formulas — the source's own data, converted exactly to SI, goes into the application's calculation functions. A gap there is a transcription error or a real difference between code editions.
- Layer B, the page — the same member is entered on the page the way an engineer would, with the application's own choices (cover, metric bars, stirrups, anchorage). That is where real defects live: in how the parts connect.
Edition differences are never forced: the application follows ACI 318M-25, EN 1992-1-1 and BAEL 91 rev. 99; a reference written to ACI 318-14 is compared under 318-14 where possible, and the 318-25 value is given beside it.
How to read a card
"Published" is the source's value; "RC-Structura" the application's, in the source's units. Cards show only a few key quantities: the full record compares dozens per example.
Several sources use the UK National Annex; the application applies Eurocode's recommended values, and the comparison is made at the same values.
Sources are cited. No text, figure or table from the works is reproduced: only numerical results, for comparison.
The examples
01ACI 318Simply supported beam12 × 20 in beam, 25 ft span, f'c 4,350 psi, Grade 60, uniform dead and live loads.
Source: StructurePoint, Simply Supported Reinforced Concrete Beam Analysis and Design (ACI 318-14) — online publication
| Quantity | Published | RC-Structura |
|---|---|---|
| As required (in²) | 2.872 | 2.873 |
| Cracked moment of inertia Icr (in⁴) | 3759 | 3757 |
| Total deflection (in) | 1.050 | 1.049 |
| Mu on the page (kip·ft) | 201.88 | 201.87 |
Layer A — the formulasAll formulas match.
Layer B — the pageMu exact; four defects found and fixed (stirrups, anchorage, tolerance, grades).
02ACI 318Cantilever, point load at the tip16 × 24 in cantilever, 100 in long, 12 kip dead + 12 kip live at the tip.
Source: StructurePoint, Reinforced Concrete Cantilever Beam Analysis and Design (ACI 318-14) — online publication
| Quantity | Published | RC-Structura |
|---|---|---|
| As required (in²) | 3.160 | 3.159 |
| Mu at the support (kip·ft) | 280.00 | 280.00 |
| Vu (kip) | 33.60 | 33.60 |
| Total deflection (in) | 0.248 | 0.248 |
Layer A — the formulasAll formulas match.
Layer B — the pageMu and Vu exact; the cantilever section-formula deflection fixed (F6).
Findings: F6
03Eurocode 2Two-span continuous beam300 × 450 mm beam, two 6.0 m spans on 300 mm supports, C30/37.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 4.1 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| Span As, αcc 0.85 (mm²) | 1255 | 1253 |
| Support As, δ = 0.85 (mm²) | 1338 | 1329 |
| VRd,max (kN) | 385.3 | 385.4 |
| MEd at the face of B, elastic (kN·m) | 229.1 | 229.1 |
Layer A — the formulasMatch once the National Annex is aligned; an arithmetic slip in the reference (l/d).
Layer B — the pageElastic analysis exact, after four fixes.
04ACI 318Two-span continuous T-beam on columnsTwo 40 ft spans, 16 × 24 in web, 8 in slab, columns above and below.
Source: StructurePoint, Reinforced Concrete Continuous Beam Analysis and Design (ACI 318-14)
| Quantity | Published | RC-Structura |
|---|---|---|
| Joint moments (kip·ft) | −302.15 / −545.04 | −302.1 / −544.9 |
| Midspan moment (kip·ft) | 272.52 | 272.5 |
| As, interior support (in²) | 5.52 | 5.524 |
| As, T-section span (in²) | 2.78 | 2.776 |
Layer A — the formulasMatch, frame solver included; a slip in the reference's Icr.
Layer B — the pageExact against the page's own model (flange width now limited, F15).
Findings: F15
05Eurocode 2Internal column, braced, biaxial500 × 500 mm column, C50/60, NEd = 9000 kN, moments in both planes.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 5.3 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| l0 (mm) | 3478 | 3479 |
| λlim | 34.0 | 33.96 |
| MEd,z (kN·m) | 178.7 | 178.7 |
| Bars (UK NA) | 12 H32 | 12 HA32 |
Layer A — the formulasMatch; two slips in the reference (ei, NRd).
Layer B — the pageConsistent; biaxial bending and Figure 5.7 cases (f)/(g) added.
06ACI 318Tied column, interaction diagram16 × 16 in column, f'c 5,000 psi, 8 #9; seven control points.
Source: StructurePoint, Interaction Diagram — Tied Reinforced Concrete Column (ACI 318-19), after Wight 11-1
| Quantity | Published | RC-Structura |
|---|---|---|
| φPn,max (kip) | 797.7 | 797.7 |
| Balanced point: φPn (kip) | 270.9 | 272.3 |
| Balanced point: φMn (kip·ft) | 250.77 | 251.0 |
| φMn at Pu = 0 (kip·ft) | 213.91 | 213.91 |
Layer A — the formulasAll seven points within 0.75 %, the whole gap being β1 (SI vs psi formula); 0.08 % once β1 is aligned.
Layer B — the pageThe bars laid carry every point (after F21).
Findings: F21
07ACI 318Slender column, nonsway frame17 × 17 in exterior column, f'c 3,000 psi, 10 #9, Pu = 525 kip.
Source: StructurePoint, Slender Column Design in Non-Sway Frame (ACI 318-19), after Pincheira 13.17.3
| Quantity | Published | RC-Structura |
|---|---|---|
| k (alignment chart) | 0.959 | 0.959 |
| M2,min (kip·ft) | 48.56 | 48.15 |
| φPn,max (kip) | 682.0 | 681.95 |
| Control points | — | ≤ 0.06 % |
Layer A — the formulasMatch; (EI)eff and r are permitted choices, declared.
Layer B — the pageThe reference's k from its own ψ; the steel laid carries Mu in both planes.
Findings: F22
08Eurocode 2Simply supported one-way slab175 mm slab, 4.80 m span on walls, C30/37.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 3.1 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| MEd (kN·m/m) | 35.4 | 35.5 |
| As, αcc 1.0 (mm²/m) | 594 | 591.9 |
| As,min (mm²/m) | 216 | 216.9 |
| Partial-fixity steel (mm²/m) | 149 | 143.2 |
Layer A — the formulasMatch within 0.6 %; F3 and vRd,c in permitted forms, declared.
Layer B — the pageExact (l_eff, MEd, d, As) after four fixes.
09ACI 318Square spread footing18 in column on an 11 ft 2 in footing, D = 400 kip, L = 270 kip.
Source: StructurePoint, Reinforced Concrete Spread Footing Analysis and Design (ACI 318-14), after Wight 15-2
| Quantity | Published | RC-Structura |
|---|---|---|
| Mu at the face (kip·ft) | 954 | 954 |
| Two-way shear vu (psi) | 156 | 156.2 |
| φBn, footing side (kip) | 1070 | 1074 |
| Thickness h (cm) | 81.3 | 80.0 |
Layer A — the formulasMatch within 0.5 %; one-way φVc +2.5 % (SI constant).
Layer B — the pageh = 80 cm against 81.3 (the 5 cm formwork step); shear within 1.3 %.
10Eurocode 2Two square spread footings350 and 300 mm columns, 2.4 and 2.1 m footings, C30/37.
Source: The Concrete Centre, Practical Design to Eurocode 2, lecture 10 — Foundations (2017, UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| MEd at the face, W / S (kN·m) | 343 / 258 | 343.1 / 257.5 |
| vRd,c, W / S (MPa) | 0.42 / 0.44 | 0.417 / 0.433 |
| Perimeter u1 at 2d, W (mm) | 6854 | 6854 |
| Depths adopted (mm) | 500 / 450 | 500 / 450 |
Layer A — the formulasMatch within 0.7 %; vRd,c −1.6 % where the reference reads a table.
Layer B — the pageThe reference's depths, 50 and 45 cm.
11ACI 318Continuous one-way slab7 in slab on girders at 15 ft, simplified method of Tables 6.5.2 and 6.5.4.
Source: StructurePoint, One-Way Slab Analysis and Design (ACI 318-14), after Wight 5-7
| Quantity | Published | RC-Structura |
|---|---|---|
| End span: M+ (kip·ft/ft) | 3.14 | 3.141 |
| First interior support (kip·ft/ft) | 4.65 | 4.653 |
| Interior span: M+ (kip·ft/ft) | 3.07 | 3.072 |
| smax, flexure (in) | 12 | 11.99 |
Layer A — the formulasMatch within 0.2 %; φVc by the 318M-25 expression, declared.
Layer B — the pageEvery span within 0.3 %.
12ACI 318Flat plate, equivalent frameThree 18 ft spans, 7 in flat plate, 16 in columns.
Source: StructurePoint, Two-Way Flat Plate Concrete Floor System Analysis and Design (ACI 318-14), after PCA Notes 20.1
| Quantity | Published | RC-Structura |
|---|---|---|
| PCA factors: FEM / k | 0.08429 / 4.127 | 0.0843 / 4.130 |
| Moments at the face (kip·ft) | 32.42 / 66.99 | 32.57 / 66.89 |
| Edge column: vu (psi) | 137.2 | 137.5 |
| Interior column: vu (psi) | 110.1 | 110.0 |
Layer A — the formulasMatch within 0.7 %; one-way φVc by 318M-25, declared.
Layer B — the pageWithin 0.6 %, after seven fixes.
13BAEL 91Columns in concentric compression (three)Three building columns, lf = 0.7 l0, FeE400.
Source: A. Barkat, Béton armé I, Centre universitaire de Tamanghasset (2020-2021), ex. 3.1-3.3
| Quantity | Published | RC-Structura |
|---|---|---|
| λ (3.1 / 3.2) | 32.98 / 24.25 | 32.98 / 24.25 |
| A of B.8.4,1, 3.2 (cm²) | 23.98 | 24.19 |
| Bars, 3.2 | 8T20 | 8 HA20 |
| 30 × 30: enlarge? | yes | yes |
Layer A — the formulasMatch; α and A differ only by the source's rounding.
Layer B — the pageThe source's arrangement on 3.2; the 30 × 30 rejected as in the source.
14BAEL 91Anchorage and service stressesAllowable stresses, development lengths, 180° hook.
Source: A. Barkat, Béton armé I, Centre universitaire de Tamanghasset, ex. 2.5, 2.6, 5.1, 5.2
| Quantity | Published | RC-Structura |
|---|---|---|
| σs, very harmful cracking (MPa) | 161.30 | 161.30 |
| τsu (MPa) | 2.83 | 2.835 |
| ls HA16 FeE400 (cm) | 56.6 | 56.44 |
| Hook developed length (cm) | 30.9 | 30.85 |
Layer A — the formulasMatch; the source rounds τsu.
Layer B — the pageBanner exact; beam end bends now meet A.6.1,252.
15BAEL 91Continuous beam by Caquot; ULS flexureFour-span beam, 5.00 m spans, 18 × 50, g = 20, q = 25 kN/m.
Source: O. Gagliardini, Béton armé, IUP GCI3 (2004-05), § 7.4.6-7.4.7 ; OFPPT, Application des règles de béton armé aux états limites
| Quantity | Published | RC-Structura |
|---|---|---|
| Support 2 moment (kN·m) | −159.35 | −159.35 |
| Span 1 moment (kN·m) | 142.65 | 142.65 |
| Vu, support 2 (kN) | 175.90 | 175.90 |
| Reaction, support 3 (kN) | 331.83 | 331.83 |
Layer A — the formulasThe Caquot table exact to two decimals.
Layer B — the pageMoments, steel, shears and reactions identical, after F50 and F51.
16BAEL 91Spread footing, strut method20 × 25 cm column, G = 0.167 MN, Q = 0.383 MN, soil 0.3 MPa.
Source: OFPPT, Application des règles de béton armé aux états limites, semelles, exercice II
| Quantity | Published | RC-Structura |
|---|---|---|
| Area S (m²) | 1.833 | 1.8333 |
| Minimum d (cm) | 32.5 | 32.5 |
| Steel, both mats (cm²) | 10.67 / 8.62 | 10.68 / 8.624 |
Layer A — the formulasMatch within 0.25 % (the source rounds fe/γs to 348).
Layer B — the pageSteel exact on the page's own geometry; sizing rules differ, declared.
Findings: F52
17BAEL 91Solid slabs: one-way, and a two-way panelSimply supported 3.50 × 10 m slab, and a 4 × 10 m interior panel.
Source: M. S. Dimia, Éléments de béton armé, ch. 3, Université de Batna 2
| Quantity | Published | RC-Structura |
|---|---|---|
| Mu, slab 1 (kN·m) | 17.11 | 17.11 |
| Ast, slab 1 (cm²/m) | 3.35 | 3.37 |
| μx at α = 0.40 | 0.108 | 0.110 |
| May, short edges (kN·m) | 10.88 | 11.06 |
Layer A — the formulasMatch; the source takes μx from an analytical fit (0.108) where the BAEL table gives 0.110.
Layer B — the pageBoth slabs as by hand.
Findings: F53
18BAEL 91Simply supported beams: flexure and stirrups6.00 m beam, 20 × 50, and 12.00 m beam, 25 × 85.
Source: G. Hivin, Béton armé, IUT Génie civil (Grenoble), ch. 1, 4, 5
| Quantity | Published | RC-Structura |
|---|---|---|
| Mu (kN·m) | 99.5 | 99.23 |
| As (cm²) | 5.62 | 5.608 |
| st, construction joint, k = 0 (cm) | 15.1 | 15.05 |
| 12 m beam: As (cm²) | 21.8 | 21.75 |
Layer A — the formulasMatch within the source's rounding.
Layer B — the pageSteel and stirrup density exact on the page.
Findings: F54
19BAEL 91Bar cut-offs and end supportsThe beam of example 18 on 30 cm concrete supports.
Source: G. Hivin, Béton armé, IUT Génie civil (Grenoble), ch. 6
| Quantity | Published | RC-Structura |
|---|---|---|
| End strut 2Vu/(b0 a) (MPa) | 2.65 | 2.652 |
| ls HA14 (m) | 0.62 | 0.617 |
| MRu, two layers (MN·m) | 0.108 | 0.1079 |
| Second layer starts at (m) | 0.66 | 0.6633 |
Layer A — the formulasMatch; one declared difference (A.6.1,222 against direct equilibrium).
Layer B — the pageSecond layer stopped by BAEL's own diagram; strut and curved anchorage checked.
20BAEL 91SLS: stresses, and design under harmful crackingRectangular and T-sections, checked then designed at SLS.
Source: Université Larbi Ben M'Hidi (Oum El Bouaghi), Béton armé II, séries 4 et 5
| Quantity | Published | RC-Structura |
|---|---|---|
| Ex. 1: σst (MPa) | 183.25 | 183.30 |
| Ex. 2: I (cm⁴) | 1169206 | 1169206 |
| Ex. 3: As at SLS (cm²) | 18.45 | 18.44 |
| Ex. 4: Mrb (kN·m) | 215.5 | 215.50 |
Layer A — the formulasMatch within 0.12 %; two declared differences (the 1999 ξ formula, the office's μlu).
Layer B — the pageThe page now designs at SLS and says so.
21BAEL 91Shear, end checks and combined bendingCantilever with a construction joint, 30 × 50 beam, parapet in combined bending.
Source: Université Larbi Ben M'Hidi (Oum El Bouaghi), Béton armé II, séries 6 et 7
| Quantity | Published | RC-Structura |
|---|---|---|
| Ex. 1: st (cm) | 24.68 | 24.68 |
| Ex. 2: τu (MPa) | 1.48 | 1.4815 |
| End strut (MPa) | 5.33 | 5.33 |
| Parapet: total e (cm) | 56.16 | 56.20 |
Layer A — the formulasMatch; one declared difference (minimum stirrups of A.5.1,22).
Layer B — the pageSLS in combined bending and torsion are not computed: the page now says so.
22Eurocode 2Heavily loaded L-beam350 × 750 mm edge beam, 9.0 and 8.0 m spans, point load.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 4.2 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| beff, span AB (mm) | 1780 | 1780 |
| As, support B (mm²) | 5164 | 5170 |
| Shear at B: VRd,max (kN) | 963.4 | 962.3 |
| Permissible l/d | 16.9 | 17.05 |
Layer A — the formulasMatch within 1 % once the National Annex is aligned; four slips in the reference.
Layer B — the pageEqual to a hand analysis of the same model; three defects found.
23Eurocode 2Continuous wide T-beam2000 × 300 mm spine beam in a ribbed slab, four 7.5 m spans.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 4.3 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| beff, span AB (mm) | 4507 | 4508 |
| As, support B (mm²) | 6770 | 6776 |
| Support C: As (mm²) | 4923 | 4923 |
| Punching: u1 (mm) | 4553 | 4553 |
Layer A — the formulasMatch within 1 %; five slips in the reference.
Layer B — the pageEqual to a hand analysis, redistribution included, after three fixes.
24Eurocode 2Edge column, double curvature300 × 300 mm column, NEd = 1620 kN, ±38.5 kN·m.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 5.1 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| l0 (mm) | 3187 | 3188 |
| λlim | 40.4 | 40.41 |
| MRd, 4 H25 (kN·m) | 76.1 | 75.94 |
| (5.39) | 0.64 | 0.648 |
Layer A — the formulasMatch within 1.3 %; MRd equal to an independent integration.
Layer B — the pageAfter F68, 4 HA20 and (5.39) = 0.999, equal to the hand calculation.
Findings: F68
25Eurocode 2Perimeter column pinned at its base300 × 300 mm column, two load cases, designed by iteration on x.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 5.2 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| MEd, load case 1 (kN·m) | 98.5 | 98.52 |
| Iteration: x (mm) | 212 | 211.9 |
| Iteration: As (mm²) | 1628 | 1629 |
| Bars laid | 4 H25 | 4 H25 |
Layer A — the formulasMatch; the app's interaction diagram needs 7 % more (two permitted readings, declared).
Layer B — the pageThe reference's 4 H25, equal to the hand calculation.
No finding.
26Eurocode 2Slender column, biaxial bending350 × 350 mm column, NEd = 1824 kN, moments in both planes.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 5.4 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| l0,z (mm) | 2965 | 2960 |
| 1/r (1/mm) | 1.77 × 10⁻⁵ | 1.78 × 10⁻⁵ |
| M2 (kN·m) | 28.4 | 28.44 |
| NRd (kN) | 4332.7 | 4335 |
Layer A — the formulasMatch within 1 %; two slips and a chart reading in the reference.
Layer B — the pageNothing up to As,max carries (5.39) — the reference goes to 5.2 %; the page says so and asks to enlarge.
Findings: F69
27Eurocode 2Continuous one-way solid slab175 mm slab continuous over walls at 6.0 m.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 3.2 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| MEd end / interior (kN·m/m) | 37.8 / 27.7 | 37.76 / 27.66 |
| As, end span (mm²/m) | 639 | 640 |
| VRd,c (kN/m) | 77.6 | 78.1 |
| Partial fixity (mm²/m) | 160 | 159.8 |
Layer A — the formulasMatch within 2 %; F3 by (7.17), declared.
Layer B — the pageMoments and steel exact; shear now includes the support moments (F70).
Findings: F70
28Eurocode 2Stair flight9-riser flight, 160 mm waist, 3.45 m span in plan.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 3.5 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| MEd (kN·m/m) | 24.2 | 24.18 |
| K | 0.048 | 0.0485 |
| As (mm²/m) | 456 | 452 |
| Actual l/d | 26.7 | 26.74 |
Layer A — the formulasMatch within 1 %; N by (7.16a), 4 % below the reference's linear interpolation, declared.
Layer B — the pageExact against the hand calculation; no finding.
No finding.
29Eurocode 2Continuous ribbed slabThree spans 7.5 / 9.0 / 7.5 m, solid areas, 15 % redistribution.
Source: The Concrete Centre, Worked Examples to Eurocode 2: Volume 1 (2009), ex. 3.3 (UK NA)
| Quantity | Published | RC-Structura |
|---|---|---|
| Elastic MEd at B (kN·m/m) | 90.7 | 90.70 |
| MEd at B after 15 % (kN·m/m) | 77.1 | 77.10 |
| VRd,c at A (kN) | 27.8 | 27.65 |
| Asw/s | 0.158 | 0.158 |
Layer A — the formulasAnalysis redone exactly; redistributed spans differ by method (declared); five slips in the reference.
Layer B — the pageEqual to the hand calculation; two drawing defects found.
30Eurocode 8Frame beam and column, DCM6-story building, C25/30, q0 = 3: 250 × 500 beam, 700 × 300 column.
Source: JRC, Eurocode 8: Seismic Design of Buildings – Worked examples, EUR 25204 (2012), ch. 3 (Fardis, Tsionis)
| Quantity | Published | RC-Structura |
|---|---|---|
| Beam: lcr (m) | 0.50 | 0.50 |
| Beam: MRd left (kN·m) | 83.4 | 84.2 |
| Column: νd at the base | 0.272 | 0.2724 |
| Column: αωwd required | 0.086 | 0.084 |
Layer A — the formulasBeam exact; column within 3 %; two slips in the source's printouts.
Layer B — the pageThe page now designs to EN 1998-1 (14 T14, T6 at 10 cm).
31ACI 318Special moment frame (Chapter 18)24 × 32 in beam and 30 × 30 in interior column of a 12-story building (ACI 318-08).
Source: FEMA P-751, 2009 NEHRP Recommended Seismic Provisions: Design Examples (2012), ch. 7 §7.4.2
| Quantity | Published | RC-Structura |
|---|---|---|
| Beam: Mpr top (in-kip) | 7042 | 7042 |
| Beam: VE (kip) | 58.1 | 58.1 |
| Column: Ve = 2 Mpr/lu (kip) | 241 | 243.5 |
| Joint: Vj (kip) | 325.4 | 325.4 |
Layer A — the formulasMatch; column within 1.1 % of PCA Column; edition differences declared.
Layer B — the page§18.7.6 now computed, equal to the hand calculation.
Findings: F81
32PS 92PS 92: every rule of 11.3Beams and columns: critical zones, ties, ratios, section sizes, laps.
Source: Règles PS 92, NF P 06-013 (CSTB, édition 2005) — le texte lui-même, aucun exemple chiffré publié trouvé
| Quantity | Published | RC-Structura |
|---|---|---|
| Laps (11.3.1.3) | +30 % / +50 % | ×1.30 / ×1.50 |
| Beam lcrit (11.3.4.1) | 1.5 d | 1.5 d |
| Column ρ0 (11.3.5.2) | 1 % – 5 % | 1 % – 5 % |
| Minimum sizes (11.3.3.1) | 25 cm | 25 cm |
Layer A — the formulasEvery rule applied matches the text; two readings declared.
Layer B — the pageFour missing rules added.
33Eurocode 2Two-way solid slab3.30 × 6.00 m panel (α = 0.55), h = 16 cm.
Source: Solution élastique de la plaque (série double de Navier, calculée à part) et le texte de 9.3.1
| Quantity | Published | RC-Structura |
|---|---|---|
| μx at α = 0.50 (Navier) | 0.09646 | 0.09646 |
| μy at α = 0.55 (Navier) | 0.23494 | 0.23494 |
| μx at α = 0.80 (Navier) | 0.05607 | 0.05607 |
| Largest gap over the table | — | 6 × 10⁻⁷ |
Layer A — the formulasThe app's Lévy series and Navier's double series within 6 × 10⁻⁷.
Layer B — the pageThe page to the digit against the hand calculation.
34MechanicsFrame page: Kleinlogel's formulasSingle-bay portal, 6 × 4 m, fixed or pinned bases, lateral and gravity loads.
Source: A. Kleinlogel, Rahmenformeln — formules redémontrées par les rotations (slope-deflection)
| Quantity | Published | RC-Structura |
|---|---|---|
| Fixed, H: base M (t·m) | 5.3448 | 5.3448 |
| Fixed, H: drift (mm) | 3.3525 | 3.3525 |
| Pinned, H: top M (t·m) | 10.000 | 10.000 |
| ACI, §6.6.3.1.1 inertias: base M (t·m) | 5.6452 | 5.6452 |
Layer A — the formulasExact with axially rigid members; within 0.73 % with real sections.
Layer B — the pageThe solver is exact; the defects were in what the page said (F91–F96).
35MechanicsProject layer: the load takedownA 5.00 m clear span on 30 cm supports, g = 2.0, q = 1.5 t/m.
Source: Statique de l'aire tributaire d'une travée, d'axe en axe, sous la combinaison de chaque règlement
| Quantity | Published | RC-Structura |
|---|---|---|
| BAEL, service, support A0 (t) | 9.275 | 9.275 |
| EC2, ultimate, support A0 (t) | 13.118 | 13.118 |
| ACI, factored, support A0 (t) | 12.720 | 12.720 |
Layer A — the formulasTo the digit under all three codes, after the fixes.
Layer B — the pageMixed-code projects: each member under its own code.
36BAEL 91Deflection B.6.5 against its own text6.00 m beam, 25 × 50, 3 HA16, every quantity redone by hand.
Source: BAEL 91 révisé 99, B.6.5,1 à B.6.5,3 et Annexe E.1 — aucun exemple chiffré librement lisible
| Quantity | Published | RC-Structura |
|---|---|---|
| I0 (cm⁴) | 294165 | 294165 |
| Ei / Ev (MPa) | 32164 / 10721 | 32164 / 10721 |
| Δft (cm) | 1.8636 | 1.8636 |
| Limit (cm) | 1.100 | 1.100 |
Layer A — the formulasEvery quantity re-derived by hand matches to the last digit.
Layer B — the pageThe Annex E.1 floor applied (F101).
Findings: F101
37BAEL 91Deflection of a two-span continuous beamTwo 6.00 m spans, 25 × 55, G = 18, Q = 12 kN/m.
Source: B.6.5,2 et Annexes E.1-E.2, à la main, par la page Poutre
| Quantity | Published | RC-Structura |
|---|---|---|
| Support moment, g (t·m) | −7.6235 | −7.6235 |
| σs, g + q (MPa) | 318.10 | 318.10 |
| Δft, formula (mm) | 8.48 | 8.48 |
| Limit (mm) | 11.0 | 11.0 |
Layer A — the formulasEvery quantity, page against hand, to the last digit.
Layer B — the pageThe integrated deflection (3.98 mm) carries the verdict; the formula is the conservative value.
No finding.
The findings log
Everything the verification found in the application, including what put it on the unconservative side. Each finding is fixed or, when it is something the page does not compute, stated in the calculation sheet.
| Ref. | Found in | Codes | Kind | Finding, and what was done | Status |
|---|---|---|---|---|---|
| F1 | ex. 01 | ACI | Code rule | Plain Ø8 stirrups under ACI, which requires deformed bars (§20.2.1.1). | Fixed |
| F2 | ex. 01 | ACI, EC2 | Code rule | End-support anchorage was checked with the BAEL rule under every code. ACI §9.7.3.8 and EC2 9.2.1.4 are now applied, each with its own bend. | Fixed |
| F3 | ex. 01 | ACI | Unconservative | The office's 3 % tolerance on steel area gave φMn < Mu (−0.85 %). Under ACI: no tolerance, and the steel is rechecked at the actual d. | Fixed |
| F4 | ex. 01 | ACI | Code rule | Only grades 400 and 500 were offered: Grade 420 could not be entered. Grades 280 to 520 now, each code applying its own rules. | Fixed |
| F5 | ex. 01 | all | Other | For some web widths the bar search picked a layer that did not fit, then rejected the beam. | Fixed |
| F6 | ex. 02 | all | Unconservative | Cantilever deflection by the section formula with k = 1/4 for any loading (exact: 1/3 under a tip load): −25 %. k now comes from the actual moment diagram. | Fixed |
| F7 | ex. 01 | ACI, EC2 | Code rule | Bar and layer spacing followed BAEL under every code. Each code now uses its own (ACI §25.2, EC2 8.2). | Fixed |
| F8 | ex. 01 | ACI, EC2 | Code rule | The page designed at d = 0.9 h everywhere (a BAEL spreadsheet convention). Under ACI and EC2: flexure, shear, cut-offs and deflection now at the actual d of the bars placed. | Fixed |
| F9 | ex. 01 | ACI, EC2 | Code rule | ACI and EC2 columns: bar spacing and the minimum bar count of circular sections were borrowed from BAEL; impossible cages were accepted. | Fixed |
| F10 | ex. 01 | ACI, EC2 | Code rule | The cover ≥ bar diameter check cited the BAEL article under every code. | Fixed |
| F11 | ex. 03 | ACI, EC2 | Overly conservative | End anchorage used the shear at the interior support: a false "insufficient". Each support now takes its own shear. | Fixed |
| F12 | ex. 03 | ACI, EC2 | Code rule | Caquot (a BAEL method) was the default under ACI and EC2. The method now follows the code: elastic analysis under ACI and EC2. | Fixed |
| F13 | ex. 03 | ACI | Unconservative | The ACI combination was picked span by span (1.4 D on the unloaded span): span moment −3.5 %. Each combination now applies to the whole beam. | Fixed |
| F14 | ex. 03 | ACI, EC2 | Unconservative | The clear span was analyzed as entered under every code: span moments −9.8 %. ACI now center to center, EC2 l_eff, design at the face. | Fixed |
| F15 | ex. 04 | all | Unconservative | A T-beam's flange width was taken as entered, with no limit. Each code now limits it, and any excess is stated. | Fixed |
| F16 | ex. 05 | EC2 | Other | Cases (f) and (g) of Figure 5.7 (effective length from joint stiffness) were not offered; biaxial bending (5.8.9) added at the same time. | Fixed |
| F17 | ex. 05 | EC2 | Unconservative | C of 5.8.3.1 used the same rm in both planes: a slender plane was declared not slender. | Fixed |
| F18 | ex. 05 | EC2 | Other | Some end conditions of Figure 5.7 made the calculation sheet and the drawing fail. | Fixed |
| F19 | ex. 05 | ACI | Unconservative | The ACI column checked one plane only, while the sheet said the other was checked. Both planes are now checked, each separately (§6.6.4.5.4). | Fixed |
| F20 | ex. 05 | ACI | Other | The scope paragraph of the sheet contradicted the calculation (moment magnification). | Fixed |
| F21 | ex. 06 | ACI | Unconservative | ACI columns were sized on an idealized section, then bars laid without a check: 4–15 % short in moment, reported verified. Every arrangement is now checked bar by bar. | Fixed |
| F22 | ex. 07 | ACI | Unconservative | k = 0.65 / 0.8 offered under an ACI citation that does not exist (AISC values). Under ACI: k = 1.0 or the alignment chart of Fig. R6.2.5.1. | Fixed |
| F23 | ex. 08 | EC2, ACI | Code rule | Slab span moments followed BAEL A.8.2,32 under every code (+25 % on a simply supported slab). Statics under EC2 and ACI. | Fixed |
| F24 | ex. 08 | all | Unconservative | The "cover" box was subtracted whole from the thickness: 4.4 % too little steel. It is now "bar axis depth (h − d)". | Fixed |
| F25 | ex. 08 | ACI, EC2 | Unconservative | The slab analyzed the span as entered under every code: −7 % moment under EC2. Clear span + support widths, each code's own span. | Fixed |
| F26 | ex. 08 | EC2 | Unstated gap | Three 9.3.1 rules neither applied nor stated (spacing at maximum moment, partial-fixity steel, half the steel to the support). | Fixed |
| F27 | ex. 09 | ACI | Overly conservative | ACI footing: 105 cm instead of 81 — §13.2.6.2 permits λs = 1 and the simple Vc for a rigid footing on soil. Applied: 80 cm. | Fixed |
| F28 | ex. 09 | ACI, EC2 | Unconservative | Both footing mats took one d, cover counted to the bar axis: d overstated by up to 2.2 cm. Each mat now has its actual d. | Fixed |
| F29 | ex. 09 | ACI, EC2 | Code rule | Footing mats were laid by BAEL rules under all three codes. Each code now has its own spacing and development. | Fixed |
| F30 | ex. 09 | ACI | Unstated gap | Column bearing on the footing (§22.8.3.2) and dowels (§16.3.4.1) neither checked nor stated. Now checked. | Fixed |
| F31 | ex. 09 | all | Unstated gap | Nothing said the soil pressure entered must be the NET pressure. The tooltip and the sheet now say so. | Stated in the sheet |
| F32 | ex. 09 | ACI | Unconservative | Misprint in ACI 318M-25 §25.4.3.1(a) (21 for 4.2): hooks five times too short. 4.2 is used, with the reasoning. | Fixed |
| F33 | ex. 10 | EC2 | Overly conservative | EC2 footing depth came from a DTU 13.12 (BAEL) rule: 70 cm instead of 50. Now searched from EC2's shear checks. | Fixed |
| F34 | ex. 10 | EC2 | Unconservative | One-way shear (6.2.2) of an EC2 footing was not checked — it governs the example. | Fixed |
| F35 | ex. 11 | ACI | Unconservative | Continuous ACI slab computed as an isolated panel, no pattern loading: −36 % in the interior span. Simplified method of §6.5 added. | Fixed |
| F36 | ex. 11 | ACI | Code rule | Slab bar spacing limited to 450 mm without the §24.3.2 crack-control limit (300 mm here). | Fixed |
| F37 | ex. 12 | ACI | Unconservative | Equivalent frame: 75 % of the negative moment to the column strip at exterior supports, instead of 100 %. | Fixed |
| F38 | ex. 12 | ACI | Code rule | Two-way slab bars spaced at 3h instead of 2h (§8.7.2.2). | Fixed |
| F39 | ex. 12 | ACI | Unconservative | Strips designed at d = 0.9 h without saying so (+9.6 % on d). Bar axis depth is now an input, and columns can have their own f'c. | Fixed |
| F40 | ex. 12 | ACI | Code rule | Moments read at the column centerline, and pattern loading never examined. Moments at the face; L ≤ 0.75 D rule and §6.4.3.3 cases. | Fixed |
| F41 | ex. 12 | ACI | Unstated gap | One-way shear neither checked nor stated. Now checked. | Fixed |
| F42 | ex. 12 | ACI | Unstated gap | Two-way shear — usually what governs a flat plate — neither checked nor stated. Now checked at every column. | Fixed |
| F43 | ex. 12 | ACI | Code rule | Prismatic members instead of the method's stiffened zones (§8.11.3-4). Now built; the PCA factors are matched within 0.1 %. | Fixed |
| F44 | ex. 13 | BAEL | Unconservative | Beyond λ = 35 every bar was counted, where B.8.4,1 counts only those stiffening the weaker direction. | Fixed |
| F45 | ex. 13 | BAEL | Other | The bar search filled the short faces first: 16 HA14 instead of 8 HA20. | Fixed |
| F46 | ex. 13 | BAEL | Code rule | The 3 % tolerance made the page reject its own column. No tolerance under B.8.4,1. | Fixed |
| F47 | ex. 14 | BAEL | Code rule | Bends of deformed bars at the 3 Ø floor, without the A.6.1,252 concrete-crushing check. Now applied, drawn and scheduled. | Fixed |
| F48 | ex. 14 | all | Code rule | Footing hooks drawn BAEL-style under all three codes. Each code now has its own hook, and its fit is checked. | Fixed |
| F49 | ex. 14 | BAEL | Code rule | The footing anchorage rule used the development length of a Ø12, whatever the bars. | Fixed |
| F50 | ex. 15 | BAEL | Unconservative | Caquot never tried two adjacent spans loaded: shear −4 %, support reaction −7.4 %. Every governing arrangement is now tried. | Fixed |
| F51 | ex. 15 | all | Unconservative | Top bars cut on one load case instead of the envelope; continuous top steel not designed. Full envelope, span by span. | Fixed |
| F52 | ex. 16 | BAEL | Unconservative | BAEL footing: σs typed at 347 MPa, not tied to the project's steel (43 % too little steel with FeE280). σs = fe/γs from the project. | Fixed |
| F53 | ex. 17 | BAEL | Unconservative | Support moments on a panel's short edges taken as a fraction of Moy: zero below α = 0.557, hence no top steel. Now a fraction of Mox. | Fixed |
| F54 | ex. 18 | BAEL | Unconservative | Always k = 1 in A.5.1,23; an untreated construction joint (k = 0) could not be declared: 2.3 times too few stirrups. Option added. | Fixed |
| F55 | ex. 19 | BAEL | Overly conservative | Bar cut-offs added a full development length (an EC2 rule): the second layer ran the whole span. BAEL's own cut-off diagram now. | Fixed |
| F56 | ex. 19 | BAEL | Unconservative | End anchorage counted all the span steel, even a layer cut before the support. Only bars reaching the support now. | Fixed |
| F57 | ex. 19 | BAEL | Unstated gap | End strut, struts and bearing at intermediate supports (A.5.1,3) neither checked nor stated. Now checked. | Fixed |
| F58 | ex. 20 | BAEL | Unconservative | Harmful cracking: the ULS steel was laid with only a warning at SLS (259 MPa for 210). Now designed at SLS. | Fixed |
| F59 | ex. 20 | BAEL | Unconservative | Slab service moment taken as Mu/1.4 instead of Mu × ps/pu. | Fixed |
| F60 | ex. 21 | BAEL | Unstated gap | Column in combined bending computed at ULS only, without saying so. The sheet now states that SLS is not checked. | Stated in the sheet |
| F61 | ex. 21 | all | Unstated gap | Torsion is in no page, and the Beam page did not say so. It now does, under each code. | Stated in the sheet |
| F62 | ex. 22 | ACI, EC2 | Unstated gap | A strut refused at the actual d showed nowhere (observations and table kept the 0.9 h check). | Fixed |
| F63 | ex. 22 | EC2 | Other | Table 7.3N read with the clear distance in cm instead of the spacing in mm: the check always passed. | Fixed |
| F64 | ex. 22 | EC2 | Unconservative | EC2 service stresses ten times too low (a unit error): 7.2 and 7.3.3 could reject nothing. | Fixed |
| F65 | ex. 23 | EC2 | Overly conservative | Tables 7.2N/7.3N read under the characteristic combination instead of the quasi-permanent one. | Fixed |
| F66 | ex. 23 | EC2 | Unstated gap | 7.2 and 7.3.3 checked in spans only, not over supports; the sheet even said 7.2 and 7.3 were not covered. Now checked everywhere. | Fixed |
| F67 | ex. 23 | ACI, EC2 | Unconservative | Redistribution applied to moments already read at the faces, and to a cantilever root: spans −1.6 and −2.2 %. | Fixed |
| F68 | ex. 24 | EC2 | Unconservative | Imperfections put in the plane already loaded: the worst combination of 5.8.9 never examined ((5.39) = 1.42). Both distributions are now tried. | Fixed |
| F69 | ex. 26 | EC2 | Other | The bar search stopped at the first diameter above As,max, without trying more, smaller bars. | Fixed |
| F70 | ex. 27 | EC2 | Unconservative | EC2 slab shear = p l/2 at every support, ignoring the support moments. Each support now with its own shear and tension steel. | Fixed |
| F71 | ex. 29 | all | Unconservative | The drawing laid the first span's hanger bars along the whole beam, while each span counted its own. | Fixed |
| F72 | ex. 29 | all | Unconservative | Same defect through the NUMBER of hanger bars, between spans of different widths. Fixed and stated. | Fixed |
| F73 | ex. 30 | EC8 | Unconservative | Confinement (5.15) computed on the long side instead of the short one: 0.065 instead of 0.086. | Fixed |
| F74 | ex. 30 | EC8 | Overly conservative | Critical-zone hoop spacing multiplied the hoop diameter instead of the bar diameter: a check that could not pass. | Fixed |
| F75 | ex. 30 | EC8 | Unstated gap | Restrained bars at most 200 mm apart (§5.4.3.2.2(11)b): the constant existed, nothing read it. | Fixed |
| F76 | ex. 30 | EC8 | Other | The sheet said EN 1998-1 was not covered right after checking it, and was silent on its simplifications. | Fixed |
| F77 | ex. 30 | EC8 | Unstated gap | μφ and §5.6.2.2 (beam bar diameter through a joint) neither done nor stated. Now stated. | Stated in the sheet |
| F78 | ex. 30 | EC8 | Code rule | EN 1998-1 was only checked: the page declared its own column not verified. It now designs to it (14 T14, T6 at 10 cm). | Fixed |
| F79 | ex. 30 | EC8 | Code rule | Capacity shear compared with the concrete alone, ties left to the engineer. The ties now carry it. | Fixed |
| F80 | ex. 30 | EC8, ACI, PS 92 | Unstated gap | No seismic mode of the Beam page said that only gravity combinations are computed. Now stated in each. | Stated in the sheet |
| F81 | ex. 31 | ACI | Unstated gap | §18.7.6 (capacity shear of special-frame columns) wrongly excluded: it comes from the column's own probable moments. Done. | Fixed |
| F82 | ex. 32 | PS 92 | Unstated gap | The 0.8 % volume of transverse steel in column critical zones (11.3.5.3) neither applied nor stated. | Fixed |
| F83 | ex. 32 | PS 92 | Unstated gap | Minimum sizes of 11.3.3.1 not checked: a 20 cm beam passed. | Fixed |
| F84 | ex. 32 | PS 92 | Unstated gap | The minimum ratio of 11.3.4.2 (1.4/fe) neither applied nor stated. | Fixed |
| F85 | ex. 32 | PS 92 | Unstated gap | A quarter of the end steel along the whole length (11.3.4.2) not checked. | Fixed |
| F86 | ex. 33 | EC2 | Code rule | EC2 two-way slab: coefficients borrowed from the BAEL table (rounded, and My = 0 between α = 0.50 and 0.60). The elastic plate solution itself now. | Fixed |
| F87 | ex. 33 | BAEL | Unconservative | Between α = 0.557 and 0.60, μy left at the 1/4 floor: up to 18 % short on long-span steel. | Fixed |
| F88 | ex. 33 | EC2 | Unstated gap | Corner reinforcement (9.3.1.3) not mentioned, though the solution assumes held-down corners. Now stated. | Stated in the sheet |
| F89 | ex. 33 | BAEL, EC2 | Unconservative | The long-span layer, which sits on the other, was designed at the same d. Now d − 1 cm, stated. | Fixed |
| F90 | ex. 33 | all | Other | Two translation defects in the English slab sheet. | Fixed |
| F91 | ex. 34 | ACI, EC2 | Code rule | The Frame page said no code was involved, while ACI governs the analysis itself (the inertias of §6.6.3.1.1). | Fixed |
| F92 | ex. 34 | all | Unstated gap | Nothing said the frame solves ONE load case, without member self-weight. Now stated. | Stated in the sheet |
| F93 | ex. 34 | all | Other | Story heights described as clear heights while they are center to center. | Fixed |
| F94 | ex. 34 | all | Other | Maximum moment sampled at 21 points (0.11 % low). The zero-shear point is now found exactly. | Fixed |
| F95 | ex. 34 | all | Other | The sheet printed neither end shears, nor reactions, nor sign conventions. | Fixed |
| F96 | ex. 34 | all | Code rule | Geometric imperfections (EC2 5.2) neither applied nor stated. The Frame page now has its own code selector, and applies each code's analysis rules. | Fixed |
| F97 | ex. 35 | BAEL mostly | Unconservative | Load takedown: the load sitting on the column itself was missing from the reactions (≈ 4 %). | Fixed |
| F98 | ex. 35 | all | Code rule | Reactions from different codes were summed under one column. Such a column is now marked NOT VALID. | Fixed |
| F99 | ex. 35 | all | Code rule | The takedown reloaded every member under the code of the member on screen. Each under its own now. | Fixed |
| F100 | ex. 35 | all | Unstated gap | A beam that did not calculate contributed nothing, silently. It is now named, and its columns marked INCOMPLETE. | Fixed |
| F101 | ex. 36 | BAEL | Unconservative | The Annex E.1 floor on M in the deflection formula (B.6.5,2) was not applied. | Fixed |