Simply supported

Section 01

What the calculator does

One input model drives the schematic, structural analysis, code checks, governing result and final report. Nothing has to be redrawn or transcribed between those stages.

The solver evaluates reactions, shear, bending moment, rotation and deflection, then applies the selected standard's section classification, major-axis bending, web shear and deflection routes. Eurocode 3 also applies its documented high-shear bending reduction. Unsupported stability or plated-element paths stop a PASS result instead of estimating a resistance.

Model

Normal/prismatic or linearly tapered segments, five support systems and three doubly symmetric section families.

Load

Named permanent and variable cases with point forces, point moments, full or partial varying line loads and self-weight.

Review

Reactions, shear, moment, deflection, key cross-sections and a utilization envelope at recovered stations.

Document

Governing summary, equations, geometry, charts, design-basis matrix, sources, assumptions and disclaimer.

Section 02

How to use it: the built-in tapered example

The default model is a complete worked example: a 6 m simply supported, fully restrained welded I-beam whose depth increases from 500 mm to 650 mm. Follow the same sequence for a catalogue seed or a fully custom member.

Define the structural system
Choose the support idealisation first, then enter the total length. A two-span continuous beam also needs the intermediate support coordinate measured from the left end. The example uses a 6,000 mm simply supported beam.
Available support systemsFigure 1
Support coordinates become exact solver nodes. The symbols describe the idealised beam model, not connection detailing.
Build the section and taper
Select Normal (prismatic) for constant depth or Tapered / haunched for a linearly varying depth or diameter within a segment. Both use the same analysis and cross-section checks. In the example, one welded-I segment runs from 0 to 6,000 mm with a 250 × 20 mm flange, 12 mm web and 500 → 650 mm depth.
Welded I / plate girder
RHS / SHS box
CHS tube
Catalogue profiles are geometry seeds
The picker contains 140 nominal IPE, HEA, HEB, RHS, SHS and CHS profiles. Selecting one fills dimensions; it does not import published rolled-section properties. The I-section model has no root fillet and the hollow-section model uses square corners, so calculated Iy and Wpl may differ slightly from tables. A selected profile starts prismatic and can then be adapted in Tapered mode.
Enter material and confirm restraint
Enter the design yield strength that applies to the actual grade and governing thickness; the calculator does not infer it from a profile name. The example uses the built-in user-confirmed design value of 345 MPa, an elastic modulus of 210,000 MPa and confirmed compression-flange restraint.
Restraint is a scope decision
Confirm adequate compression-flange restraint only when the project detailing establishes it. If restraint is not confirmed, unrestrained lateral-torsional buckling remains outside scope and the overall result cannot be PASS.
Choose the governing standard
The standard selector changes classification limits, resistance or capacity factors and automatic gravity load combinations. It does not change the shared Euler–Bernoulli direct-stiffness analysis. The example uses Eurocode 3 with automatic combinations.
Eurocode 3
EN 1993-1-1 · documented clauses and recommended factors
AISC 360-22
LRFD or ASD · official-text verification pending
CSA S16-19
Canadian gravity combinations · official-text verification pending
AS 4100:2020
Australian gravity combinations · official-text verification pending
Create named load cases
The example includes self-weight from the varying area, a 4 kN/m permanent imposed load and an 8 kN/m office imposed load. Add actions to named permanent or variable cases so the selected route can generate the applicable combinations. Positive transverse force acts downward; positive point moment acts clockwise.
Load types and entry signsFigure 2
Distributed actions may cover all or part of the member. Self-weight follows the actual varying section area when enabled.
Review diagrams at meaningful stations
Supports, section changes, point actions and distributed-load boundaries are inserted as exact nodes. Tapered segments are refined from 2 to 32 elements until the selected convergence tolerance is met. The same recovered stations feed the diagrams and the cross-section checks.
Coordinates, nodes and recovered stationsFigure 3
Use the left-end x coordinate consistently when locating supports, segment boundaries and actions.
Confirm the governing result, then review the report
Start with the overall state and governing utilization, then inspect the selected combination's reactions, shear, moment, deflection and utilization envelope. Check the start, governing and end sections before treating the report as ready for independent review.

Section 03

Read the built-in result

These values are calculated on the server from the current default input object. They are evidence for this worked example, not suggested values for another beam.

Pass within stated scope

Major-axis bending resistance

The result contains no warning or out-of-scope flag for the built-in model.

Governing utilisation

0.069

Governing station: 2.8125 m
Moment demand: 85.63 kN·m
Moment resistance: 1240.36 kN·m
Downward deflection: 1.165 / 24 mm

Calculated bending-moment diagramFigure 4

Bending moment

ULS — Office imposed load leading. The real recovered station array is passed to the same chart component used by the calculator.

How the governing check is selectedFigure 5

Demand and resistance are evaluated along the member. The largest supported utilization controls the governing summary; a missing required method produces an outside-scope state instead.

Section 04

Review the real professional report

This is the actual report renderer, populated by the built-in input object and calculation engine. It is intentionally unblurred so you can inspect the deliverable before running your own project.

Governing proof

Overall state, governing check, utilization and FEA recommendation stay prominent.

Check traceability

Demand, resistance, equations, status and notes remain together in each check table.

Analysis record

Geometry, key sections, combinations, convergence, reactions and vector charts are included.

Review context

Design-basis matrix, sources, warnings, assumptions and the professional disclaimer complete the record.

Complete example report

Built-in tapered welded beam · unblurred · engine v1.0.0

Open full-page report ↗

Custom Steel Beam & Plate Girder calculation report

Tapered welded beam example · Rev A

2026-07-21 00:13:08 UTC

SI (mm · kN · MPa)

EN 1993-1-1:2005 · EN 1990:2002+A1:2005 actions

Scope and inputs summary

Calculation reference

CSB-27E43D64

Structural system

Simply supported

Beam length

6000.0 mm

Beam type

Tapered / haunched (linearly varying depth)

Section family

Welded I-section

Material

S355 — user-confirmed design yield strength; fy 345.0 MPa

Elastic modulus

210000.0 MPa

Lateral restraint

Confirmed adequate

Design standard

Eurocode 3 (EN 1993-1-1)

Design basis

EN 1993-1-1:2005 · EN 1990:2002+A1:2005 actions

Resistance factor

γM0 = 1.00 (EN 1993-1-1 §6.1 recommended value)

Load combinations

EN 1990:2002+A1:2005 recommended actions · EN 1993-1-1:2005 resistance · γM0 = 1.00 · conservative η = 1.00.

Verification status

Eurocode 3 clause references and recommended factors are applied as documented; project use requires review by a qualified engineer against the governing project requirements.

Self-weight

Included from varying area

Schematic

Governing summary

Governing check

Major-axis bending resistance

Utilisation

0.069

Overall status

pass

FEA recommended

Section classification and ULS checks

Demand and resistance are evaluated along the full member for every ULS combination.

Check	Demand	Capacity	U	Status
Cross-section classification	Class 1	Class 3	—	Pass
Governing category: Class 1. Slender/Class 4 effective sections are blocked rather than inferred where the active standard requires it.
Equations used $ε = 235/ f_{y}, (c / t) \leq (c / t)_{C l a ss 3}$ (EN 1993-1-1:2005 Table 5.2)
Major-axis bending resistance	85.63 kN·m	1240.36 kN·m	0.069	Pass
Resistance is evaluated at every recovered ULS station, not only at segment ends.
Equations used $M_{c, R d} = W_{y} f_{y} / γ_{M 0}$ (EN 1993-1-1:2005 6.2.5)
Web shear resistance	57.23 kN	1099.51 kN	0.052	Pass
The shear area follows the active standard's definition for each section family.
Equations used $V_{pl, R d} = A_{v} (f_{y} / 3) / γ_{M 0}$ (EN 1993-1-1:2005 6.2.6)
Bending–shear interaction	85.63 kN·m	1240.36 kN·m	0.069	Pass
For VEd ≤ 0.5Vpl,Rd no bending reduction is applied.
Equations used $ρ = (2 V_{E d} / V_{pl, R d} - 1)^{2}, M_{y, V, R d} \leq M_{y, c, R d}$ (EN 1993-1-1:2005 6.2.8)

Serviceability check

Check	Demand	Capacity	U	Status
Project deflection criterion	1.16 mm	24.00 mm	0.049	Pass
Governing SLS combination: SLS characteristic — Office imposed load leading. The selected span ratio is a project criterion, not a universal code limit.
Equations used $η_{S L S} = ∣ v_{ma x} ∣/ (L / n)$ (Project serviceability criterion)

Geometry and cross-section properties

Depth or diameter is interpolated linearly within each segment. Widths and wall / plate thicknesses remain constant inside a segment. The diagrams show the cross-section at the start, governing and end locations.

Segment geometry
Segment	Section	Range	Depth start → end	Dimensions
1	Welded I-section	0.0 mm → 6000.0 mm	500.0 mm → 650.0 mm	bf 250.0 mm · tf 20.0 mm · tw 12.0 mm

Evaluated cross-sections
Location	Depth / area	Iy / Wel / Wpl	Class
Start (0.0 mm)	500.0 mm / 15520 mm²	6.7367e+8 mm⁴ / 2.6947e+6 mm³ / 3.0348e+6 mm³	Class 1
Governing (2812.5 mm)	570.3 mm / 16364 mm²	9.0658e+8 mm⁴ / 3.1793e+6 mm³ / 3.5953e+6 mm³	Class 1
End (6000.0 mm)	650.0 mm / 17320 mm²	1.2196e+9 mm⁴ / 3.7525e+6 mm³ / 4.2663e+6 mm³	Class 1

Load cases and combinations

Load cases
ID	Name	Type / category	Actions
G	Permanent imposed load	permanent	4.00 → 4.00 kN/m, 0.0 mm to 6000.0 mm
Q	Office imposed load	variable / B	8.00 → 8.00 kN/m, 0.0 mm to 6000.0 mm

Generated combinations
Combination	Limit state	Case factors	Convergence
ULS — Office imposed load leading	ULS	G 1.350; Q 1.500	Converged; n=8; error 1.46e-3
SLS characteristic — Office imposed load leading	SLS	G 1.000; Q 1.000	Converged; n=8; error 1.46e-3
SLS — quasi-permanent	SLS	G 1.000; Q 0.300	Converged; n=8; error 9.80e-4

Analysis results and diagrams

Sign convention: positive shear is upward on the left cut face; positive bending is sagging; negative deflection is downward.

Combination extrema
Combination	Reaction max	V max / min	M max / min; \|v\|max
ULS — Office imposed load leading	57.41 kN	57.23 kN / -57.41 kN	85.98 kN·m / 0.00 kN·m; 1.7 mm
SLS characteristic — Office imposed load leading	39.86 kN	39.72 kN / -39.86 kN	59.69 kN·m / 0.00 kN·m; 1.2 mm
SLS — quasi-permanent	23.06 kN	22.92 kN / -23.06 kN	34.49 kN·m / 0.00 kN·m; 0.7 mm

Support reactions — governing ULS combination
Support x	Vertical reaction	Reaction moment
0.0 mm	57.23 kN	0.00 kN·m
6000.0 mm	57.41 kN	0.00 kN·m

Shear force — ULS — Office imposed load leading

Bending moment — ULS — Office imposed load leading

Moment demand versus resistance

Utilisation envelope

Deflection — SLS characteristic — Office imposed load leading

Design-basis matrix

Implemented routes are limited to the stated applicability. A source screen is not a substitute for an unimplemented resistance method.

Check	Reference	Applicability	Method / verification
Linear beam analysis	Public-domain structural mechanics; Euler–Bernoulli two-node beam element; consistent nodal loading	Straight beams, one bending plane, linear elastic small displacement	Direct-stiffness beam solver with convergence-controlled mesh refinement; Simply supported, cantilever, fixed-fixed and continuous closed-form cases
ULS/SLS combinations	EN 1990:2002+A1:2005; eq. 6.10, 6.14b, 6.16b; Tables A1.1 and A1.2(B); Annex B	Persistent building situations; non-geotechnical STR; CC1–CC3	Recommended γ, ψ and KFI factors applied per named permanent and variable case; Factor and ψ-value unit tests
Section classification	EN 1993-1-1:2005; 5.5 and Table 5.2 sheets 1–3	Doubly symmetric welded I, rectangular and circular hollow sections in bending	Element slenderness against the Class 1/2/3 limits for each section family; Boundary tests at Class 1/2/3 limits
Cross-section bending resistance	EN 1993-1-1:2005; 6.2.5 equations (6.12)–(6.15)	Class 1–3, no fastener holes, fully laterally restrained	Plastic (Class 1–2) or elastic (Class 3) modulus times fy over γM0; Independent section-modulus hand checks
Plastic shear resistance	EN 1993-1-1:2005; 6.2.6 equations (6.17)–(6.22)	Shear parallel to the depth; section-specific shear area Av	Av·fy/(√3·γM0) with the clause 6.2.6(3) shear area for each family; Independent shear-area hand checks
Bending-shear interaction	EN 1993-1-1:2005; 6.2.8 equations (6.29)–(6.30)	Equal-flange Class 1–2 I-sections; other cases reported without reduction	Reduced plastic modulus once VEd exceeds 0.5·Vpl,Rd; High-shear reduced plastic modulus hand check
Shear-buckling applicability screen	EN 1993-1-1:2005; EN 1993-1-5:2006; EN 1993-1-1 6.2.6(6) equation (6.22)	Unstiffened web screen only; full EN 1993-1-5 resistance is not implemented	Web slenderness compared with the 72ε/η screening limit; Slenderness threshold boundary test
Project deflection criterion	Project serviceability criterion; User-selected span-ratio limit	User-selected total characteristic deflection criterion	Recovered SLS deflection against the selected span ratio limit; Closed-form deflection cases and unit invariance

Assumptions

Linear elastic, small-displacement Euler–Bernoulli bending in one vertical plane; shear deformation is neglected.
Every segment is a doubly symmetric section bent about its major axis — an equal-flange welded I-section, a rectangular hollow section, or a circular hollow section. Wall and plate thicknesses and the width are constant within a segment; the depth or diameter varies linearly.
The compression flange is continuously or otherwise adequately restrained so lateral-torsional buckling does not govern.
The entered design yield strength is applicable to the actual steel grade and governing plate thickness; no catalogue grade/thickness lookup is inferred. The resistance / capacity factor shown for the active design standard is applied unless a project input is deliberately changed.
Support bearing, load introduction, patch loading, stiffeners, welds, splices and connections require separate design.
The selected deflection ratio is a project serviceability criterion and must be agreed for the building use and finishes.

Source traceability

CSB_MECH_BEAMEuler–Bernoulli beam theory and direct stiffness method
Linear two-node bending elements with two degrees of freedom per node, consistent nodal loads, explicit support constraints and equilibrium recovery.
CSB_DEFLECTION_PROJECTProject serviceability criterion
Vertical deflection is checked against the project span-ratio criterion selected by the user; the limit is not presented as a universal code limit.
CSB_EN1990_COMBINATIONSEN 1990:2002+A1:2005 · 2002+A1:2005 · eq. 6.10, 6.14b, 6.16b; Tables A1.1 and A1.2(B); Annex B
Persistent building STR combinations using the Eurocode-recommended partial factors ( $γ_{G} = 1.35$ , $γ_{Q} = 1.50$ ), recommended $ψ$ values for imposed-load categories A–H, and the recommended consequence factor $K_{F I}$ .
CSB_EC3_CLASSIFICATIONEN 1993-1-1 · 2005 · 5.5 and Table 5.2
Cross-section classification in major-axis bending using $ε = 235/ f_{y}$ : outstand flanges and internal webs of welded I-sections, internal walls of rectangular hollow sections, and the $d / t$ limit ( $50/70/90 ε^{2}$ ) of circular hollow sections. Class 4 is blocked.
CSB_EC3_BENDINGEN 1993-1-1 · 2005 · 6.1 and 6.2.5, equations (6.12)–(6.15)
Major-axis cross-section bending resistance uses $W_{pl}$ for Class 1–2 and $W_{e l}$ for Class 3, divided by $γ_{M 0}$ .
CSB_EC3_SHEAREN 1993-1-1 · 2005 · 6.2.6, equations (6.17)–(6.22)
Plastic shear resistance with the clause 6.2.6(3) shear area: $η h_{w} t_{w}$ for welded I-sections ( $η = 1.0$ ), $A h / (b + h)$ for rectangular hollow sections loaded parallel to the depth, and $2 A / π$ for circular hollow sections.
CSB_EC3_INTERACTIONEN 1993-1-1 · 2005 · 6.2.8, equations (6.29)–(6.30)
For Class 1–2 equal-flange I-sections with $V_{E d} > 0.5 V_{pl, R d}$ , bending resistance is reduced using $ρ = (2 V_{E d} / V_{pl, R d} - 1)^{2}$ .
CSB_EC3_LTB_SCOPEEN 1993-1-1 · 2005 · 6.3.2.1(2)
The implemented cross-section route requires sufficient restraint to the compression flange; unrestrained tapered-member LTB is not inferred.
CSB_EC3_15_SCOPEEN 1993-1-5 · 2006 · Section 5 (applicability referenced by EN 1993-1-1 6.2.6(6))
The release screens when shear-buckling verification is required but does not calculate EN 1993-1-5 shear-buckling resistance; such a section is outside scope.
CSB_DEFLECTIONEN 1990:2002+A1:2005 · 2002+A1:2005 · A1.4.2 and A1.4.3
Vertical deflection is checked against the project criterion selected by the user; the limit is not presented as a universal Eurocode limit.
CSB_AISC_COMBINATIONSASCE 7-22 / AISC 360-22 · 2022 · ASCE 7-22 §2.3 (LRFD) / §2.4 (ASD)
Basic gravity strength combinations 1.4D and 1.2D + 1.6L (LRFD), or D and D + L (ASD). Wind, snow and seismic actions are not modelled. Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_AISC_CLASSIFICATIONAISC 360-22 · 2022 · Chapter B, Table B4.1b
Width-to-thickness classification (compact / non-compact / slender) for flexure: I-flange $0.38/1.0 E / F_{y}$ , I-web $3.76/5.70 E / F_{y}$ , HSS wall and round $D / t$ limits. Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_AISC_BENDINGAISC 360-22 · 2022 · Chapter F (F2, F3, F7, F8)
Flexural strength: $M_{n} = F_{y} Z_{x}$ for compact sections, with flange-local-buckling interpolation for non-compact sections and the F8 round-HSS branches. Design strength $ϕ_{b} M_{n}$ (LRFD, $ϕ_{b} = 0.90$ ) or $M_{n} / Ω_{b}$ (ASD, $Ω_{b} = 1.67$ ). Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_AISC_SHEARAISC 360-22 · 2022 · Chapter G (G2, G4, G5)
Shear strength $V_{n} = 0.6 F_{y} A_{w} C_{v 1}$ with $C_{v 1} = 1.0$ for stocky webs; the web shear-buckling range is blocked rather than computed. Design strength $ϕ_{v} V_{n}$ ( $ϕ_{v} = 0.90$ ) or $V_{n} / Ω_{v}$ ( $Ω_{v} = 1.67$ ). Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_AISC_LTB_SCOPEAISC 360-22 · 2022 · F2.2 (assumed Lb ≤ Lp)
Full lateral restraint is assumed so lateral-torsional buckling does not govern; unrestrained members are outside the supported scope. Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_CSA_COMBINATIONSNBCC 2020 / CSA S16-19 · 2020 / 2019 · NBCC 2020 Table 4.1.3.2
Gravity strength combinations 1.4D and 1.25D + 1.5L. Wind, snow and seismic actions are not modelled. Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_CSA_CLASSIFICATIONCSA S16-19 · 2019 · Clause 11 / Table 2
Class 1–4 width-to-thickness limits: I-flange $145/170/200 F_{y}$ , I-web $1100/1700/1900 F_{y}$ , HSS and round-HSS limits, with $F_{y}$ in MPa. Class 4 is blocked. Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_CSA_BENDINGCSA S16-19 · 2019 · Clause 13.5
Factored moment resistance $M_{r} = ϕZ F_{y}$ (Class 1–2) or $ϕS F_{y}$ (Class 3), with $ϕ = 0.90$ . Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_CSA_SHEARCSA S16-19 · 2019 · Clause 13.4.1.1
Factored shear resistance $V_{r} = ϕ A_{w} F_{s}$ with $F_{s} = 0.66 F_{y}$ for stocky webs; the shear-buckling range is blocked. $ϕ = 0.90$ . Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_AS_COMBINATIONSAS/NZS 1170.0:2002 · 2002 · Clause 4.2.2
Gravity strength combinations 1.35G and 1.2G + 1.5Q. Wind, snow and earthquake actions are not modelled. Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_AS_CLASSIFICATIONAS 4100:2020 · 2020 · Clause 5.2 / Table 5.2
Plate-element slenderness $λ_{e} = (b / t) f_{y} /250$ against $λ_{e p} / λ_{ey}$ giving the section slenderness $λ_{s}$ ; slender sections are blocked. Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_AS_BENDINGAS 4100:2020 · 2020 · Clause 5.2.1–5.2.6
Section moment capacity $M_{s} = f_{y} Z_{e}$ with $Z_{e} = Z_{c} = min (S, 1.5 Z)$ for compact sections and linear interpolation to $Z$ for non-compact sections. $ϕ = 0.90$ . Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.
CSB_AS_SHEARAS 4100:2020 · 2020 · Clause 5.11
Shear capacity $V_{v} = 0.6 f_{y} A_{w}$ for stocky webs; the shear-buckling range is blocked. $ϕ = 0.90$ . Coefficients are reconstructed from established engineering references and validated against published worked examples, pending review against the official published standard.

This standards-traceable engineering calculation is generated from user inputs. It is not certified, approved or engineer-stamped, and it requires review by a qualified engineer for the project context, load introduction, stability, connections and all excluded checks.

Project calculations use the same document structure. Free project previews blur deliverable values; a platform subscription unlocks the clean PDF across all calculators.

Section 05

Standards basis

The structural analysis is standard-agnostic. The selected route supplies section classification, resistance or capacity factors, check equations and automatic gravity combinations.

Route	Implemented basis	Verification status
Eurocode 3 · EN 1993-1-1	Class 1–3 classification, major-axis bending, web shear, documented high-shear interaction, EN 1990 combinations and recommended factors.	Documented clauses and recommended factors are applied as stated in the methodology.
AISC 360-22	Compactness, restrained bending, shear, LRFD/ASD resistance basis and gravity combinations.	Reconstructed from established engineering references and validated against published worked examples; pending independent verification against the official published standard text.
CSA S16-19	Class limits, restrained bending, shear, capacity basis and gravity combinations.	Reconstructed from established engineering references and validated against published worked examples; pending independent verification against the official published standard text.
AS 4100:2020	Section slenderness, restrained bending, shear, capacity basis and gravity combinations.	Reconstructed from established engineering references and validated against published worked examples; pending independent verification against the official published standard text.

Review the complete methodology, design-basis matrix and source registry →

Section 06

Supported scope and explicit limits

A credible result is as much about what stops as what runs. The calculator blocks unsupported paths rather than substituting an unverified resistance.

Implemented

Straight beams in one vertical bending plane using linear elastic, small-displacement Euler–Bernoulli analysis.
Simply supported, cantilever, fixed–fixed, propped cantilever and continuous two-span systems.
Normal/prismatic or piecewise linearly tapered welded I, RHS and CHS geometry.
Point forces, point moments, full or partial varying line loads and self-weight from varying area.
Class 1–3 or equivalent section paths, restrained bending, shear and a project-selected deflection criterion.
Reactions, shear, moment, deflection, utilization envelopes, convergence data and SI/US display.

Not implemented

Class 4 effective properties and web shear-buckling resistance.
Unrestrained lateral-torsional buckling of tapered members.
Axial force, beam-column interaction, biaxial bending, torsion or portal-frame analysis.
Patch loading, support bearing, stiffeners, welds, splices and connections.
Composite, curved, cellular or perforated beams; fire, fatigue, seismic or dynamic verification.
Catalogue-exact rolled-section properties, certification, approval or an engineer's stamp.

Before relying on the result

Confirm that the real member is doubly symmetric, the entered yield strength is applicable, the compression flange is adequately restrained, loads and combinations match the project, and every excluded local, stability and connection check is covered elsewhere. The final report supports that review; it does not perform it for you.

Section 07

Frequently asked questions

Short answers to the choices that most often change how the model or its result should be used.

Do Normal and Tapered modes use different analysis methods?

No. Normal mode is the constant-depth special case; Tapered / haunched mode allows the depth or diameter to vary linearly within each segment. Both use the same direct-stiffness analysis and the same selected-standard checks.

Does an IPE, HEA, HEB, RHS, SHS or CHS selection reproduce catalogue properties?

No. The picker fills nominal catalogue dimensions. Properties are calculated from the modelled welded-equivalent I-section without a root fillet, or a hollow section with square modelled corners, so Iy and Wpl can differ slightly from published rolled-section values.

Can the calculator check an unrestrained beam?

It can retain the inputs, but it will not report PASS when adequate compression-flange restraint is unconfirmed. Unrestrained lateral-torsional buckling for these tapered members is outside the implemented scope and is never guessed.

What does PASS mean?

PASS means every implemented check passes and no required path is outside the stated assumptions and exclusions. It does not mean the member, connections or project have been certified or approved.

Are all four standard routes verified against official standard text?

The Eurocode 3 route applies the documented clauses and recommended factors. The AISC 360-22, CSA S16-19 and AS 4100:2020 routes are reconstructed from established engineering references and validated against published worked examples, pending independent verification against the official published standard text.

What changes when I switch SI and US units?

Only displayed and entered units change. The calculation continues to use the same internal N, mm and MPa basis.

What is available without a subscription?

Free users can run a real calculation, see the overall state and basic diagrams, and review a blurred project-report preview. The platform subscription unlocks the clean professional PDF across the calculator catalogue. The built-in example report on this guide is intentionally unblurred so you can inspect the deliverable before subscribing.

Does the report replace an engineer's review?

No. It records the inputs, checks, sources, assumptions and exclusions, but it is not certified or engineer-stamped. A qualified engineer must review the calculation in the project context.

Ready to calculate

Build the beam, inspect what governs, and keep the calculation traceable.

Start from the built-in example, replace it with the project geometry and actions, then review the checks, assumptions and report before issuing the calculation.

Open the Steel Beam Calculator Review methodology

What the calculator does

Model

Load

Review

Document

How to use it: the built-in tapered example

Define the structural system

Build the section and taper

Enter material and confirm restraint

Choose the governing standard

Eurocode 3

AISC 360-22

CSA S16-19

AS 4100:2020

Create named load cases

Review diagrams at meaningful stations

Confirm the governing result, then review the report

Read the built-in result

Major-axis bending resistance

Review the real professional report

Governing proof

Check traceability

Analysis record

Review context

Scope and inputs summary

Schematic

Governing summary

Section classification and ULS checks

Serviceability check

Geometry and cross-section properties

Load cases and combinations

Analysis results and diagrams

Design-basis matrix

Assumptions

Source traceability

Standards basis

Supported scope and explicit limits

Implemented

Not implemented

Before relying on the result

Frequently asked questions

Build the beam, inspect what governs, and keep the calculation traceable.