Eurocode 2 Concrete Beam Flexural Design Calculator

Authoritative Eurocode 2 beam design calculator for reinforced concrete flexure. Compute required tensile and compression reinforcement (As, As′), lever arm, neutral axis and capacity per EN 1992-1-1. Mobile-first, WCAG 2.1 AA accessible.

Full original guide (expanded)

Eurocode 2 Concrete Beam Flexural Design Calculator

Design Eurocode 2 reinforced concrete beams by entering geometry, material grades, and actions to obtain key checks and capacities.

Beam Inputs

Reinforcement strategy
kNm
mm
mm
mm
mm
mm
mm

Materials

MPa
MPa

Results

Effective depths d = — mm, d′ = — mm
Material design strengths f_cd = — MPa, f_yd = — MPa
Neutral axis and lever arm x = — mm, z = — mm
Required tensile steel As — mm²
Compression steel As′ (if needed) — mm²
Minimum tensile steel As,min — mm²
Singly reinforced limit M_Rd,lim — kNm
Bar suggestion (tension) —
Status Awaiting input…

Data Source and Methodology

Authoritative source: EN 1992-1-1:2004 (Eurocode 2) — Design of concrete structures — Part 1-1: General rules and rules for buildings. Official PDF: EN 1992-1-1:2004. Sections referenced include 2.4.2.4 (material safety factors), 3.1 (material properties and stress block parameters), and 6.1 (bending).

All calculations strictly follow the formulas and data provided by this source.

The Formula Explained

Design strengths:

f_cd = α_cc · f_ck / γ_c, f_yd = f_yk / γ_s

Rectangular stress block (for normal-weight concrete):

η = 1.0, λ = 0.8 for f_ck ≤ 50 MPa; otherwise η = 1 − (f_ck − 50)/200, λ = 0.8 − (f_ck − 50)/400

Effective depths:

d = h − c_nom − ϕ_link − 0.5·ϕ_tension, d′ = c_nom + ϕ_link + 0.5·ϕ_compression

Ductility limit on neutral axis depth:

x_lim = ξ_lim · d, where ξ_lim = 0.45 for f_ck ≤ 50 MPa (use 0.35 otherwise)

Nominal internal forces and moment:

C_c = b · η · f_cd · λ · x

z = d − 0.5·λ·x

Singly reinforced resistance:

M_Rd = C_c · z

Required tensile steel when M_Ed ≤ M_Rd,lim:

A_s = C_c / f_yd = b · η · f_cd · λ · x / f_yd

With doubly reinforcement when M_Ed > M_Rd,lim:

M_Rd,lim at x = x_lim; A_s,lim = b · η · f_cd · λ · x_lim / f_yd

M_2 = M_Ed − M_Rd,lim; A_s′ = A_s2 = M_2 / (f_yd · (d − d′)); A_s,total = A_s,lim + A_s2

Minimum tensile steel (EN 1992-1-1):

A_s,min = max(0.26·f_ctm/f_yk · b·d, 0.0013 · b·d)

Mean tensile strength (normal-weight): f_ctm ≈ 0.30·f_ck^(2/3)

Glossary of Variables

  • M_Ed: Design bending moment (kNm)
  • b, h: Beam width and overall depth (mm)
  • c_nom: Nominal cover (mm)
  • ϕ_link, ϕ_tension, ϕ_compression: Stirrup, tension bar and compression bar diameters (mm)
  • d, d′: Effective depths to tension and compression reinforcement (mm)
  • f_ck, f_yk: Concrete and steel characteristic strengths (MPa)
  • γ_c, γ_s: Partial safety factors for concrete and steel (–)
  • f_cd, f_yd: Design strengths (MPa)
  • η, λ: Stress-block factors (–)
  • x: Neutral axis depth (mm); x_lim: code ductility limit (mm)
  • z: Lever arm (mm)
  • A_s: Required tensile steel area (mm²); A_s′: compression steel area (mm²)
  • A_s,min: Minimum tensile steel per code (mm²)

Worked Example — Step by Step

How It Works: A Step-by-Step Example

Given: b = 300 mm, h = 550 mm, c_nom = 30 mm, ϕ_link = 8 mm, ϕ_tension = 20 mm, ϕ_compression = 16 mm, M_Ed = 200 kNm, f_ck = 30 MPa, f_yk = 500 MPa, γ_c = 1.5, γ_s = 1.15.

  1. Effective depths: d = 550 − 30 − 8 − 0.5×20 = 512 mm; d′ = 30 + 8 + 0.5×16 = 46 mm.
  2. Design strengths: f_cd = 1.0×30/1.5 = 20 MPa; f_yd = 500/1.15 ≈ 434.8 MPa. Stress-block: η = 1.0, λ = 0.8.
  3. Ductility limit: ξ_lim = 0.45 → x_lim = 0.45×512 ≈ 230.4 mm. Then M_Rd,lim = b·η·f_cd·λ·x_lim·(d − 0.5·λ·x_lim) ≈ 300×1×20×0.8×230.4×(512 − 0.4×230.4) Nmm ≈ 2.14×10^8 Nmm = 214 kNm.
  4. Since M_Ed = 200 kNm ≤ 214 kNm, singly reinforced. Solve M_Ed = C_c·z to find x, then A_s = C_c/f_yd. The calculator does this automatically and returns A_s and bar suggestions.

Finally, verify A_s ≥ A_s,min per EN 1992-1-1. If not, increase A_s to meet the minimum.

Note: Always carry out separate checks for shear, serviceability and detailing per Eurocode 2.

Frequently Asked Questions (FAQ)

Is this calculator suitable for T-beams or flanged sections?

The current version assumes a rectangular section at ULS. For T- and L-sections, determine the effective flange in compression (EN 1992-1-1 5.3) and use an equivalent rectangular web if applicable.

What if my National Annex specifies different γ factors?

You can override γ_c and γ_s. Ensure you apply the correct values mandated by your jurisdiction.

Does the tool consider bar spacing and cover checks?

It provides bar count suggestions only. You must verify spacing, cover, anchorage and lap lengths per EN 1992-1-1 Section 8.

How accurate is the rectangular stress block approach?

It is the normative method in EN 1992-1-1 for ULS flexure and yields conservative, code-compliant results when parameters (η, λ) are applied correctly.

Can I input a negative moment for hogging regions?

Yes, but interpret the tension zone accordingly. The tool focuses on magnitudes; placement of tension reinforcement depends on moment sign.

What strength class mapping should I use?

For example, C25/30 → f_ck = 25 MPa; C30/37 → f_ck = 30 MPa. Use cylinder strengths for f_ck.

Audit: Complete
Formula (LaTeX) + variables + units
This section shows the formulas used by the calculator engine, plus variable definitions and units.
Formula (extracted LaTeX)
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Formula (extracted text)
Design strengths: f_cd = α_cc · f_ck / γ_c, f_yd = f_yk / γ_s Rectangular stress block (for normal-weight concrete): η = 1.0, λ = 0.8 for f_ck ≤ 50 MPa; otherwise η = 1 − (f_ck − 50)/200, λ = 0.8 − (f_ck − 50)/400 Effective depths: d = h − c_nom − ϕ_link − 0.5·ϕ_tension, d′ = c_nom + ϕ_link + 0.5·ϕ_compression Ductility limit on neutral axis depth: x_lim = ξ_lim · d, where ξ_lim = 0.45 for f_ck ≤ 50 MPa (use 0.35 otherwise) Nominal internal forces and moment: C_c = b · η · f_cd · λ · x z = d − 0.5·λ·x Singly reinforced resistance: M_Rd = C_c · z Required tensile steel when M_Ed ≤ M_Rd,lim: A_s = C_c / f_yd = b · η · f_cd · λ · x / f_yd With doubly reinforcement when M_Ed > M_Rd,lim: M_Rd,lim at x = x_lim; A_s,lim = b · η · f_cd · λ · x_lim / f_yd M_2 = M_Ed − M_Rd,lim; A_s′ = A_s2 = M_2 / (f_yd · (d − d′)); A_s,total = A_s,lim + A_s2 Minimum tensile steel (EN 1992-1-1): A_s,min = max(0.26·f_ctm/f_yk · b·d, 0.0013 · b·d) Mean tensile strength (normal-weight): f_ctm ≈ 0.30·f_ck^(2/3)
Variables and units
  • No variables provided in audit spec.
Sources (authoritative):
Changelog
Version: 0.1.0-draft
Last code update: 2026-01-19
0.1.0-draft · 2026-01-19
  • Initial audit spec draft generated from HTML extraction (review required).
  • Verify formulas match the calculator engine and convert any text-only formulas to LaTeX.
  • Confirm sources are authoritative and relevant to the calculator methodology.
Verified by Ugo Candido on 2026-01-19
Profile · LinkedIn

Eurocode 2 Concrete Beam Flexural Design Calculator

Design Eurocode 2 reinforced concrete beams by entering geometry, material grades, and actions to obtain key checks and capacities.

Beam Inputs

Reinforcement strategy
kNm
mm
mm
mm
mm
mm
mm

Materials

MPa
MPa

Results

Effective depths d = — mm, d′ = — mm
Material design strengths f_cd = — MPa, f_yd = — MPa
Neutral axis and lever arm x = — mm, z = — mm
Required tensile steel As — mm²
Compression steel As′ (if needed) — mm²
Minimum tensile steel As,min — mm²
Singly reinforced limit M_Rd,lim — kNm
Bar suggestion (tension) —
Status Awaiting input…

Data Source and Methodology

Authoritative source: EN 1992-1-1:2004 (Eurocode 2) — Design of concrete structures — Part 1-1: General rules and rules for buildings. Official PDF: EN 1992-1-1:2004. Sections referenced include 2.4.2.4 (material safety factors), 3.1 (material properties and stress block parameters), and 6.1 (bending).

All calculations strictly follow the formulas and data provided by this source.

The Formula Explained

Design strengths:

f_cd = α_cc · f_ck / γ_c, f_yd = f_yk / γ_s

Rectangular stress block (for normal-weight concrete):

η = 1.0, λ = 0.8 for f_ck ≤ 50 MPa; otherwise η = 1 − (f_ck − 50)/200, λ = 0.8 − (f_ck − 50)/400

Effective depths:

d = h − c_nom − ϕ_link − 0.5·ϕ_tension, d′ = c_nom + ϕ_link + 0.5·ϕ_compression

Ductility limit on neutral axis depth:

x_lim = ξ_lim · d, where ξ_lim = 0.45 for f_ck ≤ 50 MPa (use 0.35 otherwise)

Nominal internal forces and moment:

C_c = b · η · f_cd · λ · x

z = d − 0.5·λ·x

Singly reinforced resistance:

M_Rd = C_c · z

Required tensile steel when M_Ed ≤ M_Rd,lim:

A_s = C_c / f_yd = b · η · f_cd · λ · x / f_yd

With doubly reinforcement when M_Ed > M_Rd,lim:

M_Rd,lim at x = x_lim; A_s,lim = b · η · f_cd · λ · x_lim / f_yd

M_2 = M_Ed − M_Rd,lim; A_s′ = A_s2 = M_2 / (f_yd · (d − d′)); A_s,total = A_s,lim + A_s2

Minimum tensile steel (EN 1992-1-1):

A_s,min = max(0.26·f_ctm/f_yk · b·d, 0.0013 · b·d)

Mean tensile strength (normal-weight): f_ctm ≈ 0.30·f_ck^(2/3)

Glossary of Variables

  • M_Ed: Design bending moment (kNm)
  • b, h: Beam width and overall depth (mm)
  • c_nom: Nominal cover (mm)
  • ϕ_link, ϕ_tension, ϕ_compression: Stirrup, tension bar and compression bar diameters (mm)
  • d, d′: Effective depths to tension and compression reinforcement (mm)
  • f_ck, f_yk: Concrete and steel characteristic strengths (MPa)
  • γ_c, γ_s: Partial safety factors for concrete and steel (–)
  • f_cd, f_yd: Design strengths (MPa)
  • η, λ: Stress-block factors (–)
  • x: Neutral axis depth (mm); x_lim: code ductility limit (mm)
  • z: Lever arm (mm)
  • A_s: Required tensile steel area (mm²); A_s′: compression steel area (mm²)
  • A_s,min: Minimum tensile steel per code (mm²)

Worked Example — Step by Step

How It Works: A Step-by-Step Example

Given: b = 300 mm, h = 550 mm, c_nom = 30 mm, ϕ_link = 8 mm, ϕ_tension = 20 mm, ϕ_compression = 16 mm, M_Ed = 200 kNm, f_ck = 30 MPa, f_yk = 500 MPa, γ_c = 1.5, γ_s = 1.15.

  1. Effective depths: d = 550 − 30 − 8 − 0.5×20 = 512 mm; d′ = 30 + 8 + 0.5×16 = 46 mm.
  2. Design strengths: f_cd = 1.0×30/1.5 = 20 MPa; f_yd = 500/1.15 ≈ 434.8 MPa. Stress-block: η = 1.0, λ = 0.8.
  3. Ductility limit: ξ_lim = 0.45 → x_lim = 0.45×512 ≈ 230.4 mm. Then M_Rd,lim = b·η·f_cd·λ·x_lim·(d − 0.5·λ·x_lim) ≈ 300×1×20×0.8×230.4×(512 − 0.4×230.4) Nmm ≈ 2.14×10^8 Nmm = 214 kNm.
  4. Since M_Ed = 200 kNm ≤ 214 kNm, singly reinforced. Solve M_Ed = C_c·z to find x, then A_s = C_c/f_yd. The calculator does this automatically and returns A_s and bar suggestions.

Finally, verify A_s ≥ A_s,min per EN 1992-1-1. If not, increase A_s to meet the minimum.

Note: Always carry out separate checks for shear, serviceability and detailing per Eurocode 2.

Frequently Asked Questions (FAQ)

Is this calculator suitable for T-beams or flanged sections?

The current version assumes a rectangular section at ULS. For T- and L-sections, determine the effective flange in compression (EN 1992-1-1 5.3) and use an equivalent rectangular web if applicable.

What if my National Annex specifies different γ factors?

You can override γ_c and γ_s. Ensure you apply the correct values mandated by your jurisdiction.

Does the tool consider bar spacing and cover checks?

It provides bar count suggestions only. You must verify spacing, cover, anchorage and lap lengths per EN 1992-1-1 Section 8.

How accurate is the rectangular stress block approach?

It is the normative method in EN 1992-1-1 for ULS flexure and yields conservative, code-compliant results when parameters (η, λ) are applied correctly.

Can I input a negative moment for hogging regions?

Yes, but interpret the tension zone accordingly. The tool focuses on magnitudes; placement of tension reinforcement depends on moment sign.

What strength class mapping should I use?

For example, C25/30 → f_ck = 25 MPa; C30/37 → f_ck = 30 MPa. Use cylinder strengths for f_ck.

Audit: Complete
Formula (LaTeX) + variables + units
This section shows the formulas used by the calculator engine, plus variable definitions and units.
Formula (extracted LaTeX)
\[','\]
','
Formula (extracted text)
Design strengths: f_cd = α_cc · f_ck / γ_c, f_yd = f_yk / γ_s Rectangular stress block (for normal-weight concrete): η = 1.0, λ = 0.8 for f_ck ≤ 50 MPa; otherwise η = 1 − (f_ck − 50)/200, λ = 0.8 − (f_ck − 50)/400 Effective depths: d = h − c_nom − ϕ_link − 0.5·ϕ_tension, d′ = c_nom + ϕ_link + 0.5·ϕ_compression Ductility limit on neutral axis depth: x_lim = ξ_lim · d, where ξ_lim = 0.45 for f_ck ≤ 50 MPa (use 0.35 otherwise) Nominal internal forces and moment: C_c = b · η · f_cd · λ · x z = d − 0.5·λ·x Singly reinforced resistance: M_Rd = C_c · z Required tensile steel when M_Ed ≤ M_Rd,lim: A_s = C_c / f_yd = b · η · f_cd · λ · x / f_yd With doubly reinforcement when M_Ed > M_Rd,lim: M_Rd,lim at x = x_lim; A_s,lim = b · η · f_cd · λ · x_lim / f_yd M_2 = M_Ed − M_Rd,lim; A_s′ = A_s2 = M_2 / (f_yd · (d − d′)); A_s,total = A_s,lim + A_s2 Minimum tensile steel (EN 1992-1-1): A_s,min = max(0.26·f_ctm/f_yk · b·d, 0.0013 · b·d) Mean tensile strength (normal-weight): f_ctm ≈ 0.30·f_ck^(2/3)
Variables and units
  • No variables provided in audit spec.
Sources (authoritative):
Changelog
Version: 0.1.0-draft
Last code update: 2026-01-19
0.1.0-draft · 2026-01-19
  • Initial audit spec draft generated from HTML extraction (review required).
  • Verify formulas match the calculator engine and convert any text-only formulas to LaTeX.
  • Confirm sources are authoritative and relevant to the calculator methodology.
Verified by Ugo Candido on 2026-01-19
Profile · LinkedIn

Eurocode 2 Concrete Beam Flexural Design Calculator

Design Eurocode 2 reinforced concrete beams by entering geometry, material grades, and actions to obtain key checks and capacities.

Beam Inputs

Reinforcement strategy
kNm
mm
mm
mm
mm
mm
mm

Materials

MPa
MPa

Results

Effective depths d = — mm, d′ = — mm
Material design strengths f_cd = — MPa, f_yd = — MPa
Neutral axis and lever arm x = — mm, z = — mm
Required tensile steel As — mm²
Compression steel As′ (if needed) — mm²
Minimum tensile steel As,min — mm²
Singly reinforced limit M_Rd,lim — kNm
Bar suggestion (tension) —
Status Awaiting input…

Data Source and Methodology

Authoritative source: EN 1992-1-1:2004 (Eurocode 2) — Design of concrete structures — Part 1-1: General rules and rules for buildings. Official PDF: EN 1992-1-1:2004. Sections referenced include 2.4.2.4 (material safety factors), 3.1 (material properties and stress block parameters), and 6.1 (bending).

All calculations strictly follow the formulas and data provided by this source.

The Formula Explained

Design strengths:

f_cd = α_cc · f_ck / γ_c, f_yd = f_yk / γ_s

Rectangular stress block (for normal-weight concrete):

η = 1.0, λ = 0.8 for f_ck ≤ 50 MPa; otherwise η = 1 − (f_ck − 50)/200, λ = 0.8 − (f_ck − 50)/400

Effective depths:

d = h − c_nom − ϕ_link − 0.5·ϕ_tension, d′ = c_nom + ϕ_link + 0.5·ϕ_compression

Ductility limit on neutral axis depth:

x_lim = ξ_lim · d, where ξ_lim = 0.45 for f_ck ≤ 50 MPa (use 0.35 otherwise)

Nominal internal forces and moment:

C_c = b · η · f_cd · λ · x

z = d − 0.5·λ·x

Singly reinforced resistance:

M_Rd = C_c · z

Required tensile steel when M_Ed ≤ M_Rd,lim:

A_s = C_c / f_yd = b · η · f_cd · λ · x / f_yd

With doubly reinforcement when M_Ed > M_Rd,lim:

M_Rd,lim at x = x_lim; A_s,lim = b · η · f_cd · λ · x_lim / f_yd

M_2 = M_Ed − M_Rd,lim; A_s′ = A_s2 = M_2 / (f_yd · (d − d′)); A_s,total = A_s,lim + A_s2

Minimum tensile steel (EN 1992-1-1):

A_s,min = max(0.26·f_ctm/f_yk · b·d, 0.0013 · b·d)

Mean tensile strength (normal-weight): f_ctm ≈ 0.30·f_ck^(2/3)

Glossary of Variables

  • M_Ed: Design bending moment (kNm)
  • b, h: Beam width and overall depth (mm)
  • c_nom: Nominal cover (mm)
  • ϕ_link, ϕ_tension, ϕ_compression: Stirrup, tension bar and compression bar diameters (mm)
  • d, d′: Effective depths to tension and compression reinforcement (mm)
  • f_ck, f_yk: Concrete and steel characteristic strengths (MPa)
  • γ_c, γ_s: Partial safety factors for concrete and steel (–)
  • f_cd, f_yd: Design strengths (MPa)
  • η, λ: Stress-block factors (–)
  • x: Neutral axis depth (mm); x_lim: code ductility limit (mm)
  • z: Lever arm (mm)
  • A_s: Required tensile steel area (mm²); A_s′: compression steel area (mm²)
  • A_s,min: Minimum tensile steel per code (mm²)

Worked Example — Step by Step

How It Works: A Step-by-Step Example

Given: b = 300 mm, h = 550 mm, c_nom = 30 mm, ϕ_link = 8 mm, ϕ_tension = 20 mm, ϕ_compression = 16 mm, M_Ed = 200 kNm, f_ck = 30 MPa, f_yk = 500 MPa, γ_c = 1.5, γ_s = 1.15.

  1. Effective depths: d = 550 − 30 − 8 − 0.5×20 = 512 mm; d′ = 30 + 8 + 0.5×16 = 46 mm.
  2. Design strengths: f_cd = 1.0×30/1.5 = 20 MPa; f_yd = 500/1.15 ≈ 434.8 MPa. Stress-block: η = 1.0, λ = 0.8.
  3. Ductility limit: ξ_lim = 0.45 → x_lim = 0.45×512 ≈ 230.4 mm. Then M_Rd,lim = b·η·f_cd·λ·x_lim·(d − 0.5·λ·x_lim) ≈ 300×1×20×0.8×230.4×(512 − 0.4×230.4) Nmm ≈ 2.14×10^8 Nmm = 214 kNm.
  4. Since M_Ed = 200 kNm ≤ 214 kNm, singly reinforced. Solve M_Ed = C_c·z to find x, then A_s = C_c/f_yd. The calculator does this automatically and returns A_s and bar suggestions.

Finally, verify A_s ≥ A_s,min per EN 1992-1-1. If not, increase A_s to meet the minimum.

Note: Always carry out separate checks for shear, serviceability and detailing per Eurocode 2.

Frequently Asked Questions (FAQ)

Is this calculator suitable for T-beams or flanged sections?

The current version assumes a rectangular section at ULS. For T- and L-sections, determine the effective flange in compression (EN 1992-1-1 5.3) and use an equivalent rectangular web if applicable.

What if my National Annex specifies different γ factors?

You can override γ_c and γ_s. Ensure you apply the correct values mandated by your jurisdiction.

Does the tool consider bar spacing and cover checks?

It provides bar count suggestions only. You must verify spacing, cover, anchorage and lap lengths per EN 1992-1-1 Section 8.

How accurate is the rectangular stress block approach?

It is the normative method in EN 1992-1-1 for ULS flexure and yields conservative, code-compliant results when parameters (η, λ) are applied correctly.

Can I input a negative moment for hogging regions?

Yes, but interpret the tension zone accordingly. The tool focuses on magnitudes; placement of tension reinforcement depends on moment sign.

What strength class mapping should I use?

For example, C25/30 → f_ck = 25 MPa; C30/37 → f_ck = 30 MPa. Use cylinder strengths for f_ck.

Audit: Complete
Formula (LaTeX) + variables + units
This section shows the formulas used by the calculator engine, plus variable definitions and units.
Formula (extracted LaTeX)
\[','\]
','
Formula (extracted text)
Design strengths: f_cd = α_cc · f_ck / γ_c, f_yd = f_yk / γ_s Rectangular stress block (for normal-weight concrete): η = 1.0, λ = 0.8 for f_ck ≤ 50 MPa; otherwise η = 1 − (f_ck − 50)/200, λ = 0.8 − (f_ck − 50)/400 Effective depths: d = h − c_nom − ϕ_link − 0.5·ϕ_tension, d′ = c_nom + ϕ_link + 0.5·ϕ_compression Ductility limit on neutral axis depth: x_lim = ξ_lim · d, where ξ_lim = 0.45 for f_ck ≤ 50 MPa (use 0.35 otherwise) Nominal internal forces and moment: C_c = b · η · f_cd · λ · x z = d − 0.5·λ·x Singly reinforced resistance: M_Rd = C_c · z Required tensile steel when M_Ed ≤ M_Rd,lim: A_s = C_c / f_yd = b · η · f_cd · λ · x / f_yd With doubly reinforcement when M_Ed > M_Rd,lim: M_Rd,lim at x = x_lim; A_s,lim = b · η · f_cd · λ · x_lim / f_yd M_2 = M_Ed − M_Rd,lim; A_s′ = A_s2 = M_2 / (f_yd · (d − d′)); A_s,total = A_s,lim + A_s2 Minimum tensile steel (EN 1992-1-1): A_s,min = max(0.26·f_ctm/f_yk · b·d, 0.0013 · b·d) Mean tensile strength (normal-weight): f_ctm ≈ 0.30·f_ck^(2/3)
Variables and units
  • No variables provided in audit spec.
Sources (authoritative):
Changelog
Version: 0.1.0-draft
Last code update: 2026-01-19
0.1.0-draft · 2026-01-19
  • Initial audit spec draft generated from HTML extraction (review required).
  • Verify formulas match the calculator engine and convert any text-only formulas to LaTeX.
  • Confirm sources are authoritative and relevant to the calculator methodology.
Verified by Ugo Candido on 2026-01-19
Profile · LinkedIn
Formulas

(Formulas preserved from original page content, if present.)

Version 0.1.0-draft
Citations

Add authoritative sources relevant to this calculator (standards bodies, manuals, official docs).

Changelog
  • 0.1.0-draft — 2026-01-19: Initial draft (review required).