Per-check traceability chain

Method 01

Documentation contract

This page documents the implemented engine—not an idealised future scope. The check and source registers below are rendered from the same objects used by calculation and automated verification.

No unsourced resistance

An implemented check must cite at least one non-documentation source. A check without an accepted basis remains unavailable rather than producing a guessed value.

Mechanics separated from code

Geometry, statics, load distribution, weld-line demand, and projected-area unions contain no route resistance coefficients.

Every result is structured

Demand, resistance, utilisation, notes, equations, intermediate values, source IDs, assumption IDs, and governing load case remain available to UI and report.

Source text is not reproduced

The repository and public page store metadata and paraphrased scope notes—not copyrighted standard clauses.

Per-check traceability chainFigure 1

Scroll figure horizontally →

Source metadata, check registration, computation, validation, result display, and reporting are linked by stable IDs. The standards verification gate audits this structure automatically.

Method 02

Calculation scope and structural idealisation

The engine verifies a centred unstiffened column base plate over a rectangular concrete pedestal or footing, with cast-in headed anchors and a continuous profile fillet weld.

Domain	Implemented scope	Boundary
Column	Doubly symmetric I/H, RHS/SHS, or CHS; catalogue presets or editable dimensions.	Column member design and local member resistance outside explicit connection components are separate.
Support	Pinned (N + V) or fixed (N + V + strong-axis My).	Rotational stiffness, weak-axis moment, biaxial moment, and torsion are not calculated.
Plate / support	Rectangular plate centred on rectangular concrete support; grout layer represented by thickness and assumption.	Eccentric plates/pedestals, stiffeners, shear keys, embedded plates, and irregular supports are outside v1.
Anchors	Cast-in rod grid, bolt circle, or supplied custom coordinates; hex head or square plate ending.	Post-installed anchors, sleeves, proprietary anchor qualification, and supplementary anchor reinforcement are excluded.
Weld	Equal-leg continuous fillet along the modelled section profile.	PJP/CJP, discontinuous welds, local column wall/flange failure, fatigue detail category, WPS, and inspection are separate.
Loading	Up to 20 static factored load cases with signed N, Vx, Vy, and My.	Load combinations are not generated; fatigue, seismic anchorage, impact, and cyclic degradation are excluded.
Foundation	Concrete bearing and plain-concrete cast-in anchor failure modes.	Pedestal/footing reinforcement, flexure, punching, sliding, overturning, soil, piles, and strut-and-tie design are separate.

Method 03

Calculation architecture

One code-agnostic demand model serves five resistance routes. The active design code controls which registered checks run; inactive route checks are not evaluated or mixed into the result.

Engine execution sequenceFigure 2

Scroll figure horizontally →

The engine is deterministic with respect to resistance results. The generated timestamp is metadata; it does not enter any calculation. Each route check receives the full input state and governs internally across load cases.

1
Input parsing
The schema enforces positive geometry/material values, permitted layouts, 1–20 load cases, supported factors, and a single canonical input shape.
2
Canonical units
Display values are converted to N, mm, MPa, and N·mm before the engine. No check branches on display unit system.
3
Shared layout
Column/plate/pedestal envelopes, anchor placement, section clashes, and physically implausible spacing are evaluated for every route.
4
Demand kernels
Rigid contact, anchor forces, CCD areas, plate spans, and weld line forces are obtained without route resistance factors.
5
Route checks
Only shared layout plus the selected route registry are computed. Every resistance coefficient belongs to a source-referenced check.
6
Governing and report
Checks retain their governing load case; the engine selects the overall governing check, adds warnings/assumptions, and builds a versioned report model.

Method 04

Geometry, axes, units, and load conventions

The same plan axes and signs are used by schematic, demand kernels, route checks, result notes, shared URLs, and reports.

Symbol / quantity	Definition	Engine use
x · plate length L	Parallel to the I-section web / profile depth; origin at plate centre.	Strong-axis moment causes bearing variation and tension-row selection along x.
y · plate width B	Parallel to I-section flanges and perpendicular to x.	Second shear component, anchor coordinates, pedestal edges, weld path.
+N	Compression into concrete; negative N is uplift.	Bearing/contact or uplift-only anchor distribution.
Vx / Vy	Signed in-plane base shears along x and y.	Vector shear magnitude; equal per-anchor distribution; weld orientation decomposition.
My	Strong-axis moment about y; positive puts compression at +x.	Contact eccentricity, compression side, tension anchor row, weld normal line force.
Anchor coordinates	Grid or circle patterns are centred; custom points use the same x/y origin.	Edges, clashes, group overlap, tension-side selection and lever arms.
Internal units	N, mm, MPa (= N/mm²), N·mm, mm², degrees.	All computation; formatting converts only at UI/report boundaries.

Section envelopes and weld paths

The I/H footprint uses d, bf, tf, and tw; RHS/SHS uses h, b, and wall t; CHS uses outside diameter and wall t. These values define the exact plan conflict region, compression-face geometry, plate cantilever, and welded profile. I/H weld lines include outer flange faces, inner returns, and both web faces; RHS/SHS uses the closed perimeter; CHS uses a circular line at the outside radius.

Method 05

Code-agnostic demand methodology

Demand is obtained from equilibrium and exact input geometry. Code-specific strength caps enter only when a demand problem needs a permitted pressure or when a resistance is evaluated.

5.1 Rigid bearing and anchor equilibrium

For net compression, the eccentricity is $e = ∣ M_{y} ∣/ N$ . A uniform rectangular block of length Y is first sought. If its pressure exceeds the route bearing limit, the solver forms a pressure-limited compression block and an opposite tension-anchor couple. Net uplift is assigned to the anchor group with a non-negative rigid-body force distribution.

e = \frac{∣ M _{y} ∣}{N} Y = L - 2 e q = \frac{N}{B Y}

Bearing-only equilibrium when the block fits and its pressure is permitted.

q_{ma x} B Y (f + \frac{L}{2} - \frac{Y}{2}) = N f + ∣ M_{y} ∣ T = q_{ma x} B Y - N

Large-moment equilibrium about the tension row at x = −f; T is total row tension.

i \sum T_{i} = U i \sum (- x_{i} T_{i}) = ∣ M_{y} ∣ T_{i} \geq 0

Uplift distribution constraints; active-set removal prevents negative anchor tension.

Implemented contact statesFigure 3

Scroll figure horizontally →

The kernel returns uniform_full, uniform_partial, bearing_anchor_couple, uplift_anchors_only, or infeasible. Infeasible equilibrium fails dependent checks rather than disappearing from governing selection.

5.2 Per-anchor actions

For a bearing–anchor couple, total T is shared equally by anchors on the tension side. Under net uplift, the rigid-group distribution satisfies both force and moment. Shear is shared equally across all anchors:

V_{x, i} = \frac{V _{x}}{n _{a}} V_{y, i} = \frac{V _{y}}{n _{a}} V_{i} = V_{x, i}^{2} + V_{y, i}^{2}

5.3 Plate cantilever demand

The shared plate method takes the largest exact footprint overhang. Compression demand uses the peak contact pressure; tension demand uses the most heavily loaded anchor, its distance to the nearest column face, and the tributary plate width on that side.

M_{u, c} = \frac{q ℓ ^{2}}{2} M_{u, t} = \frac{T _{i} ℓ _{t}}{w _{e f f}}

5.4 Weld line-group demand

The welded profile is a one-dimensional elastic line section. Axial force and moment generate signed normal line force; in-plane shear generates uniform vector line force. Straight paths are evaluated at segment endpoints; CHS uses continuous angular optimisation for the throat criterion.

f_{z} (x) = \frac{N _{t}}{L _{w}} + \frac{M _{y} x}{I _{w}} f_{v} = \frac{V _{x}^{2} + V _{y}^{2}}{L _{w}} f_{r} = f_{z}^{2} + f_{v}^{2}

5.5 CCD projected-area geometry

Tension projections are axis-aligned rectangles around anchors; overlapping rectangles are unioned and clipped to the concrete plan. Shear projections are formed on the loaded member face and clipped to its width and depth. Spread scales and strength factors come from the active route.

A_{N} = area (i ⋃ (R_{i} \cap A_{m e mb er})) A_{N 0} = (2 s)^{2}

Anchor geometry represented by the CCD kernelFigure 4

Scroll figure horizontally →

The figure is conceptual; the kernel calculates exact unions of the idealised route-supplied projection rectangles. Concrete resistance modes remain separate checks.

Method 06

Route-specific resistance methodology

Resistance functions consume the shared demand and geometry, apply the selected standard coefficients and factors, and return one demand/resistance/utilisation result per registered check.

6.1 Concrete bearing

Route	Implemented design pressure basis	Support-area treatment
AISC 360-16 + ACI 318-25	$q_{R} = 0.65 (0.85 f_{c}^{'}) r$	$r = min (2, L_{c} / L_{p}, B_{c} / B_{p})$ for centred similar rectangles.
CSA A23.3-04	$q_{R} = 0.65 (0.85 f_{c}^{'}) r$	Same centred similar-support geometry; CSA source metadata retained.
NSCP 2015	$q_{R} = 0.65 (0.85 f_{c}^{'}) r$	Edition-parameterised NSCP route with its own clause references.
AS 3600:2018	$q_{R} = 0.60 min (0.9 f_{c}^{'} r, 1.8 f_{c}^{'})$	Centred similar-support ratio capped at 2.
EN	$f_{c d} = α_{cc} f_{c k} / γ_{C}$ ; $f_{j d} = β_{j} α f_{c d}$	$α = min (3, A_{c 1} / A_{c 0})$ with distribution dimensions limited by loaded size, support depth and available edges.

EN contact length, loaded-area location, distribution area, and joint bearing strength are coupled; the engine iterates them to convergence. Non-EN routes compute the similar-support factor directly from the centred plate and support dimensions.

6.2 Plate resistance and EN compression component

AISC, AS, CSA, and NSCP routes compare cantilever strip demand with the route-factored plastic resistance:

M_{R} = ϕ_{b} \frac{F _{y} t ^{2}}{4} t_{r e q, c} = ℓ \frac{2 q}{ϕ _{b} F _{y}} t_{r e q, t} = \frac{4 M _{u, t}}{ϕ _{b} F _{y}}

The model uses the exact column footprint and does not credit AISC DG1 m/n/λn′ effective-width reduction, Australian/Canadian guide effective widths, or interior/two-way yield-line refinements. The route source supplies $ϕ_{b} = 0.90$ ; the mechanics source supplies the strip model.

The EN compression component uses an additional bearing width c around the physical flange or hollow section face. I/H uses the expanded compression-flange rectangle. RHS/CHS under concentric compression use an outer-minus-inner annular effective area; under moment they use the compressed-face strip.

c = t_{p} \frac{f _{y, p}}{3 f _{j d} γ _{M 0}} F_{C, R d} = f_{j d} A_{e f f}

6.3 EN tension T-stub

Each tension anchor is treated as a per-anchor equivalent T-stub. Effective lengths are capped by the tributary plate width. The least of complete plate yielding, mixed plate/anchor failure, and anchor failure governs; Modes 1 and 2 include prying, with no long-anchor relief credited.

M_{pl, R d} = 0.25 ℓ_{e f f} t_{p}^{2} f_{y} / γ_{M 0}

F_{T, 1, R d} = \frac{4 M _{pl, 1, R d}}{m} F_{T, 2, R d} = \frac{2 M _{pl, 2, R d} + n F _{t, R d}}{m + n} F_{T, 3, R d} = F_{t, R d}

6.4 Cast-in anchor resistance

The ACI-family implementation covers tension steel, concrete breakout, pullout, side-face blowout, shear steel, shear breakout, pryout, combined tension–shear, and detailing. The EN/AS CCD-family implementation covers steel tension, concrete cone, pullout, splitting, blowout where registered, steel shear, edge failure, pryout, and interaction. All operate without credit for supplementary anchor reinforcement.

Mode	Demand level	Principal resistance dependencies
Steel tension	Maximum anchor tension	Thread tensile area, anchor ultimate/yield properties, route factor and ductility classification.
Concrete cone / breakout	Tension group or route-defined critical anchors	f′c/fck, effective embedment, projected-area union, edges, spacing, cracking and modification factors.
Pullout	Maximum anchor tension	Net head bearing area, concrete strength and route coefficient.
Splitting / blowout	Tension group or near-edge anchor	Member thickness, edge distance, embedment, head area, cracking and omission thresholds.
Steel shear	Per-anchor vector shear	Shear-plane area, threads-in-plane, anchor strength, grout/route factor.
Concrete edge failure	Group shear toward each edge	Loaded edge distance, face projected area, member depth/width, spacing, cracking and load direction.
Pryout	Group shear	Tension cone/breakout strength and embedment-dependent route multiplier.
Interaction	Tension and shear ratios	Route-specific steel/concrete interaction exponents or combined threshold.
Detailing	Dimension ratios	Minimum spacing, edge distance, member thickness, cover and route classification.

6.5 Base shear and weld resistance

The EN component combines friction under net compression with the sum of holding-down bolt steel shear resistance; concrete edge and pryout remain separate anchor checks.

F_{v, R d} = C_{f, d} N_{c, E d} + n V_{R d, s}

Weld route checks convert elastic line demand—or exact throat stresses for EN—to their sourced design resistance, including applicable directional effects and weld-size limits. The EN throat transformation is:

σ_{e q} = σ_{⊥}^{2} + 3 (τ_{⊥}^{2} + τ_{∥}^{2})

Shared plate and weld demand modelsFigure 5

Scroll figure horizontally →

The drawing shows demand mechanics only. Plate φ factors, weld resistance factors, partial factors, directional increases, and size limits remain in route-specific source-backed checks.

Method 07

Live per-check methodology register

This register is rendered from the calculator’s active check definitions. IDs shown here are the same IDs used in results, validation fixtures, standards verification, and reports.

Shared check · every route

BP_LAYOUT

Design layout

Plan-geometry consistency: column on plate, plate on pedestal, anchors clear of the column and on the plate, plausible spacing.

AISC / ACI

AISC 360-16 + ACI 318-25 (supplied editions)

LRFD bearing and weld resistance; conservative plastic plate strips; ACI cast-in anchorage and detailing.

14 checks

Check ID	Method / result	Source basis	Validation	Assumptions
`BP_AISC_CONC_BEARING` implemented	Concrete bearing (AISC J8 / ACI 22.8) Design bearing pressure including the geometrically similar support-area increase.	AISC 360-16 §J8`[AISC360_J8]` ACI 318-25 §22.8`[ACI318_BEARING]` Rigid-plate bearing equilibrium`[MECH_BEARING_EQUILIBRIUM]`	`BP_AISC_ACI_HAND`	`A_RIGID_PLATEA_CENTREDA_GROUTA_UNIAXIAL`
`BP_AISC_PLATE_BEND_COMP` implemented	Plate bending — compression side Cantilever plate bending over the governing bearing overhang, at the plastic strip moment $p hi F_{y} t^{2} /4$ .	Cantilever plate-bending limit state`[MECH_PLATE_BENDING]` AISC 360-16 §F1`[AISC360_F1]` AISC Design Guide 1`[AISC_DG1]`	`BP_AISC_ACI_HAND`	`A_RIGID_PLATEA_UNIAXIALA_PLATE_CANTILEVER`
`BP_AISC_MOMENT_INTERFACE` implemented	Axial + moment bearing interface Small vs large moment classification and the bearing-block / anchor-tension equilibrium at the design bearing stress.	Rigid-plate bearing equilibrium`[MECH_BEARING_EQUILIBRIUM]` AISC 360-16 §J8`[AISC360_J8]` AISC Design Guide 1`[AISC_DG1]`	`BP_AISC_ACI_HAND`	`A_RIGID_PLATEA_UNIAXIALA_CENTRED`
`BP_AISC_PLATE_BEND_TENS` implemented	Plate bending — tension side Plate bending from anchor tension on the uplift/tension side over the lever to the column face.	Cantilever plate-bending limit state`[MECH_PLATE_BENDING]` AISC 360-16 §F1`[AISC360_F1]` AISC Design Guide 1`[AISC_DG1]`	`BP_AISC_ACI_HAND`	`A_RIGID_PLATEA_UNIAXIALA_PLATE_CANTILEVER`
`BP_ACI_ANCHOR_STEEL_T` implemented	Anchor steel — tension (ACI 17.6.1) ACI 318-25 Chapter 17: Anchor steel — tension (ACI 17.6.1).	ACI 318-25 §17.6`[ACI318_17_TENSION]`	`BP_AISC_ACI_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_ACI_BREAKOUT_T` implemented	Concrete breakout — tension (ACI 17.6.2) ACI 318-25 Chapter 17: Concrete breakout — tension (ACI 17.6.2).	ACI 318-25 §17.6`[ACI318_17_TENSION]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_AISC_ACI_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_ACI_PULLOUT` implemented	Anchor pullout (ACI 17.6.3) ACI 318-25 Chapter 17: Anchor pullout (ACI 17.6.3).	ACI 318-25 §17.6`[ACI318_17_TENSION]`	`BP_AISC_ACI_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_ACI_BLOWOUT` implemented	Side-face blowout (ACI 17.6.4) ACI 318-25 Chapter 17: Side-face blowout (ACI 17.6.4).	ACI 318-25 §17.6`[ACI318_17_TENSION]`	`BP_AISC_ACI_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_ACI_ANCHOR_STEEL_V` implemented	Anchor steel — shear (ACI 17.7.1) ACI 318-25 Chapter 17: Anchor steel — shear (ACI 17.7.1).	ACI 318-25 §17.7`[ACI318_17_SHEAR]`	`BP_AISC_ACI_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_ACI_BREAKOUT_V` implemented	Concrete breakout — shear (ACI 17.7.2) ACI 318-25 Chapter 17: Concrete breakout — shear (ACI 17.7.2).	ACI 318-25 §17.7`[ACI318_17_SHEAR]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_AISC_ACI_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_ACI_PRYOUT` implemented	Concrete pryout (ACI 17.7.3) ACI 318-25 Chapter 17: Concrete pryout (ACI 17.7.3).	ACI 318-25 §17.7`[ACI318_17_SHEAR]`	`BP_AISC_ACI_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_ACI_INTERACTION` implemented	Tension–shear interaction (ACI 17.8) ACI 318-25 Chapter 17: Tension–shear interaction (ACI 17.8).	ACI 318-25 §17.8`[ACI318_17_INTERACTION]`	`BP_AISC_ACI_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_ACI_DETAILING` implemented	Anchor detailing (ACI 17.9) ACI 318-25 Chapter 17: Anchor detailing (ACI 17.9).	ACI 318-25 §17.9`[ACI318_17_DETAILING]` Plan geometry — layout consistency`[MECH_LAYOUT]`	`BP_AISC_ACI_HAND`	`A_CASTIN_HEADEDA_UNTORQUED`
`BP_AISC_WELD` implemented	Column-to-plate welds (AISC J2.4) Elastic fillet-weld group strength, directional increase, and weld-size limits.	AISC 360-16 §J2.4 / Tables J2.4–J2.5`[AISC360_J2]` Elastic weld line-group demand`[MECH_WELD_LINE_GROUP]`	`BP_AISC_ACI_HAND`	`A_STATICA_WELD_PROFILE`

Eurocode

EN 1993-1-8:2005 + EN 1992-1-1:2004 + EN 1992-4:2018

Joint bearing, compression/tension T-stubs, friction-plus-bolt base shear, directional welds, and EN fastening modes.

14 checks

Check ID	Method / result	Source basis	Validation	Assumptions
`BP_EC3_BEARING_FJD` implemented	Joint bearing strength (EC3 6.2.5 / EC2 6.7) Joint bearing strength from the EN 1992 partially-loaded-area resistance, coupled to the rigid contact-block equilibrium.	EN 1993-1-8:2005 §6.2.5`[EC3_625]` EN 1992-1-1:2004 §6.7`[EC2_67]` Rigid-plate bearing equilibrium`[MECH_BEARING_EQUILIBRIUM]`	`BP_EC3_BEARING_HAND`	`A_RIGID_PLATEA_CENTREDA_GROUTA_UNIAXIAL`
`BP_EC3_COMP_TSTUB` implemented	Compression T-stub / effective area (EC3 6.2.5) Compression component using additional bearing width and EN partially-loaded-area resistance for I/H flanges and RHS/CHS annular or face strips.	EN 1993-1-8:2005 §6.2.5`[EC3_625]` EN 1992-1-1:2004 §6.7`[EC2_67]` SCI P398 — Joints in Steel Construction §5.7 / Appendix E`[SCI_P398_BASEPLATE]`	`BP_EC3_COMP_TSTUB_P398_E1` `BP_EC3_COMP_TSTUB_RHS_HAND`	`A_RIGID_PLATEA_GROUTA_UNIAXIAL`
`BP_EC3_TENS_TSTUB` implemented	Tension-side T-stub (EC3 6.2.6 / Table 6.2) Base plate in bending and anchors in tension: equivalent T-stub failure Modes 1–3 including prying.	EN 1993-1-8:2005 §6.2.6.11–6.2.6.12 / Table 6.2`[EC3_TSTUB_TENSION]` EN 1992-4:2018 §7.2.1`[EN19924_TENSION]`	`BP_EC3_TENS_TSTUB_HAND`	`A_RIGID_PLATEA_CASTIN_HEADEDA_UNIAXIAL`
`BP_EC3_BASE_SHEAR` implemented	Base shear — friction + anchor steel (EC3 6.2.2) Friction under the compressed contact block plus EN 1992-4 steel shear of all holding-down bolts; concrete shear modes checked separately.	EN 1993-1-8:2005 §6.2.2`[EC3_BASE_SHEAR]` EN 1992-4:2018 §7.2.2`[EN19924_SHEAR]` Rigid-plate bearing equilibrium`[MECH_BEARING_EQUILIBRIUM]`	`BP_EC3_FRICTION_HAND`	`A_RIGID_PLATEA_GROUTA_UNIAXIAL`
`BP_EN19924_STEEL_T` implemented	Anchor steel — tension (EN 1992-4 7.2.1) EN 1992-4:2018 §7.2: Anchor steel — tension (EN 1992-4 7.2.1).	EN 1992-4:2018 §7.2.1`[EN19924_TENSION]`	`BP_EN19924_HAND`	`A_CASTIN_HEADEDA_STATIC`
`BP_EN19924_CONE` implemented	Concrete cone (EN 1992-4 7.2.1) EN 1992-4:2018 §7.2: Concrete cone (EN 1992-4 7.2.1).	EN 1992-4:2018 §7.2.1`[EN19924_TENSION]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_EN19924_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_EN19924_PULLOUT` implemented	Pullout (EN 1992-4 7.2.1) EN 1992-4:2018 §7.2: Pullout (EN 1992-4 7.2.1).	EN 1992-4:2018 §7.2.1`[EN19924_TENSION]`	`BP_EN19924_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_EN19924_SPLITTING` implemented	Splitting (EN 1992-4 7.2.1) EN 1992-4:2018 §7.2: Splitting (EN 1992-4 7.2.1).	EN 1992-4:2018 §7.2.1`[EN19924_TENSION]`	`BP_EN19924_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_EN19924_BLOWOUT` implemented	Blowout (EN 1992-4 7.2.1) EN 1992-4:2018 §7.2: Blowout (EN 1992-4 7.2.1).	EN 1992-4:2018 §7.2.1`[EN19924_TENSION]`	`BP_EN19924_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_EN19924_STEEL_V` implemented	Anchor steel — shear (EN 1992-4 7.2.2) EN 1992-4:2018 §7.2: Anchor steel — shear (EN 1992-4 7.2.2).	EN 1992-4:2018 §7.2.2`[EN19924_SHEAR]`	`BP_EN19924_HAND`	`A_CASTIN_HEADEDA_STATIC`
`BP_EN19924_EDGE_V` implemented	Concrete edge failure (EN 1992-4 7.2.2) EN 1992-4:2018 §7.2: Concrete edge failure (EN 1992-4 7.2.2).	EN 1992-4:2018 §7.2.2`[EN19924_SHEAR]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_EN19924_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_EN19924_PRYOUT` implemented	Pryout (EN 1992-4 7.2.2) EN 1992-4:2018 §7.2: Pryout (EN 1992-4 7.2.2).	EN 1992-4:2018 §7.2.2`[EN19924_SHEAR]`	`BP_EN19924_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_EN19924_INTERACTION` implemented	Tension–shear interaction (EN 1992-4 7.2.3) EN 1992-4:2018 §7.2: Tension–shear interaction (EN 1992-4 7.2.3).	EN 1992-4:2018 §7.2.3`[EN19924_INTERACTION]`	`BP_EN19924_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_EC3_WELD` implemented	Column-to-plate welds (EC3 4.5.3) Fillet-weld directional method at the critical point of the all-around profile, governing across load cases.	EN 1993-1-8:2005 §4.5.3.2 (directional method)`[EC3_WELDS]` Elastic weld line-group demand`[MECH_WELD_LINE_GROUP]`	`BP_EC3_WELD_RHS_UPLIFT`	`A_STATICA_WELD_PROFILE`

Australia

AS 4100:2020 + AS 3600:2018 + AS 5216:2021

Capacity-factor bearing, plate strip and SP/GP weld checks with AS 5216 concrete fastening geometry.

11 checks

Check ID	Method / result	Source basis	Validation	Assumptions
`BP_AS3600_BEARING` implemented	Concrete bearing (AS 3600 12.6) Factored concrete bearing stress with the supporting-area increase and code cap.	AS 3600:2018 §12.6`[AS3600_BEARING]` Rigid-plate bearing equilibrium`[MECH_BEARING_EQUILIBRIUM]`	`BP_AS_HAND`	`A_RIGID_PLATEA_CENTREDA_GROUTA_UNIAXIAL`
`BP_AS_PLATE_BEND` implemented	Plate bending (AS 4100 §5) Compression- and tension-side cantilever plate bending at the plastic strip moment $p hi F_{y} t^{2} /4$ .	Cantilever plate-bending limit state`[MECH_PLATE_BENDING]` AS 4100:2020 §3.4 / §5.1`[AS4100_BENDING]`	`BP_AS_HAND`	`A_RIGID_PLATEA_UNIAXIALA_PLATE_CANTILEVER`
`BP_AS4100_ROD_T` implemented	Anchor rod — tension (AS 4100 9.2.2) AS 5216:2021 §6: Anchor rod — tension (AS 4100 9.2.2).	AS 4100:2020 §9.2.2`[AS4100_RODS]`	`BP_AS5216_HAND`	`A_CASTIN_HEADEDA_STATIC`
`BP_AS5216_CONE` implemented	Concrete cone (AS 5216 §6) AS 5216:2021 §6: Concrete cone (AS 5216 §6).	AS 5216:2021 §6`[AS5216]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_AS5216_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_AS5216_PULLOUT` implemented	Pullout (AS 5216 §6) AS 5216:2021 §6: Pullout (AS 5216 §6).	AS 5216:2021 §6`[AS5216]`	`BP_AS5216_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_AS5216_SPLITTING` implemented	Splitting (AS 5216 §6) AS 5216:2021 §6: Splitting (AS 5216 §6).	AS 5216:2021 §6`[AS5216]`	`BP_AS5216_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_AS5216_STEEL_V` implemented	Anchor rod — shear (AS 4100 9.2.2) AS 5216:2021 §6: Anchor rod — shear (AS 4100 9.2.2).	AS 4100:2020 §9.2.2`[AS4100_RODS]` AS 5216:2021 §6`[AS5216]`	`BP_AS5216_HAND`	`A_CASTIN_HEADEDA_STATIC`
`BP_AS5216_EDGE_V` implemented	Concrete edge failure (AS 5216 §6) AS 5216:2021 §6: Concrete edge failure (AS 5216 §6).	AS 5216:2021 §6`[AS5216]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_AS5216_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_AS5216_PRYOUT` implemented	Pryout (AS 5216 §6) AS 5216:2021 §6: Pryout (AS 5216 §6).	AS 5216:2021 §6`[AS5216]`	`BP_AS5216_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_AS5216_INTERACTION` implemented	Tension–shear interaction (AS 5216 §6) AS 5216:2021 §6: Tension–shear interaction (AS 5216 §6).	AS 5216:2021 §6`[AS5216]`	`BP_AS5216_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_AS4100_WELD` implemented	Column-to-plate welds (AS 4100 9.6) SP/GP fillet-weld capacity per unit length for a non-lap joint.	AS 4100:2020 §9.6`[AS4100_WELDS]` Elastic weld line-group demand`[MECH_WELD_LINE_GROUP]`	`BP_AS_HAND`	`A_STATICA_WELD_PROFILE`

Canada

CSA S16 + A23.3-04

CSA resistance-factor bearing, plate and weld checks with Annex D cast-in anchorage.

12 checks

Check ID	Method / result	Source basis	Validation	Assumptions
`BP_CSA_BEARING` implemented	Concrete bearing (A23.3-04 10.8) Factored concrete bearing resistance including the geometrically similar support-area increase.	CSA A23.3-04 §10.8`[CSA_A233_BEARING]` Rigid-plate bearing equilibrium`[MECH_BEARING_EQUILIBRIUM]`	`BP_CSA_HAND`	`A_RIGID_PLATEA_CENTREDA_GROUTA_UNIAXIAL`
`BP_CSA_PLATE_BEND` implemented	Plate bending (S16 §13.5) Compression- and tension-side cantilever plate bending at the plastic strip moment $p hi F_{y} t^{2} /4$ .	Cantilever plate-bending limit state`[MECH_PLATE_BENDING]` CSA S16:19 §13.5 / §25.3`[CSA_S16_PLATE]`	`BP_CSA_HAND`	`A_RIGID_PLATEA_UNIAXIALA_PLATE_CANTILEVER`
`BP_CSAD_STEEL_T` implemented	Anchor steel — tension (A23.3 Annex D) CSA A23.3-04 Annex D: Anchor steel — tension (A23.3 Annex D).	CSA A23.3-04 Annex D`[CSA_A233_ANNEXD]`	`BP_CSA_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_CSAD_BREAKOUT_T` implemented	Concrete breakout — tension (A23.3 Annex D) CSA A23.3-04 Annex D: Concrete breakout — tension (A23.3 Annex D).	CSA A23.3-04 Annex D`[CSA_A233_ANNEXD]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_CSA_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_CSAD_PULLOUT` implemented	Pullout (A23.3 Annex D) CSA A23.3-04 Annex D: Pullout (A23.3 Annex D).	CSA A23.3-04 Annex D`[CSA_A233_ANNEXD]`	`BP_CSA_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_CSAD_BLOWOUT` implemented	Side-face blowout (A23.3 Annex D) CSA A23.3-04 Annex D: Side-face blowout (A23.3 Annex D).	CSA A23.3-04 Annex D`[CSA_A233_ANNEXD]`	`BP_CSA_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_CSAD_STEEL_V` implemented	Anchor steel — shear (A23.3 Annex D) CSA A23.3-04 Annex D: Anchor steel — shear (A23.3 Annex D).	CSA A23.3-04 Annex D`[CSA_A233_ANNEXD]`	`BP_CSA_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_CSAD_BREAKOUT_V` implemented	Concrete breakout — shear (A23.3 Annex D) CSA A23.3-04 Annex D: Concrete breakout — shear (A23.3 Annex D).	CSA A23.3-04 Annex D`[CSA_A233_ANNEXD]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_CSA_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_CSAD_PRYOUT` implemented	Pryout (A23.3 Annex D) CSA A23.3-04 Annex D: Pryout (A23.3 Annex D).	CSA A23.3-04 Annex D`[CSA_A233_ANNEXD]`	`BP_CSA_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_CSAD_INTERACTION` implemented	Tension–shear interaction (A23.3 Annex D) CSA A23.3-04 Annex D: Tension–shear interaction (A23.3 Annex D).	CSA A23.3-04 Annex D`[CSA_A233_ANNEXD]`	`BP_CSA_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_CSAD_DETAILING` implemented	Anchor detailing (A23.3 Annex D.9) CSA A23.3-04 Annex D: Anchor detailing (A23.3 Annex D.9).	CSA A23.3-04 Annex D`[CSA_A233_ANNEXD]` Plan geometry — layout consistency`[MECH_LAYOUT]`	`BP_CSA_HAND`	`A_CASTIN_HEADEDA_UNTORQUED`
`BP_CSA_WELD` implemented	Column-to-plate welds (S16 13.13.2) Fillet weld factored resistance $V_{r} = 0.67 ϕ_{w} A_{w} X_{u}$ with the matching-electrode directional increase and weld-size limits.	CSA S16:19 §13.13.2.2`[CSA_S16_WELDS]` Elastic weld line-group demand`[MECH_WELD_LINE_GROUP]`	`BP_CSA_HAND`	`A_STATICA_WELD_PROFILE`

Philippines

NSCP 2015

NSCP-specific references over the shared AISC/ACI-family computation machinery.

12 checks

Check ID	Method / result	Source basis	Validation	Assumptions
`BP_NSCP_CONC_BEARING` implemented	Concrete bearing (NSCP 510.8) LRFD concrete bearing pressure including the supporting-area increase.	NSCP 2015 Vol. 1 §510.2 / §510.8`[NSCP_STEEL]` Rigid-plate bearing equilibrium`[MECH_BEARING_EQUILIBRIUM]`	`BP_NSCP_HAND`	`A_RIGID_PLATEA_CENTREDA_GROUTA_UNIAXIAL`
`BP_NSCP_PLATE_BEND` implemented	Plate bending (NSCP 510) Compression- and tension-side cantilever plate bending at the plastic strip moment $p hi F_{y} t^{2} /4$ .	Cantilever plate-bending limit state`[MECH_PLATE_BENDING]` NSCP 2015 Vol. 1 §510.2 / §510.8`[NSCP_STEEL]`	`BP_NSCP_HAND`	`A_RIGID_PLATEA_UNIAXIALA_PLATE_CANTILEVER`
`BP_NSCP_ANCHOR_STEEL_T` implemented	Anchor steel — tension (NSCP 417.4.1) NSCP 2015 Section 417: Anchor steel — tension (NSCP 417.4.1).	NSCP 2015 Vol. 1 §417.4–§417.7`[NSCP_CONCRETE_ANCHORAGE]`	`BP_NSCP_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_NSCP_BREAKOUT_T` implemented	Concrete breakout — tension (NSCP 417.4.2) NSCP 2015 Section 417: Concrete breakout — tension (NSCP 417.4.2).	NSCP 2015 Vol. 1 §417.4–§417.7`[NSCP_CONCRETE_ANCHORAGE]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_NSCP_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_NSCP_PULLOUT` implemented	Pullout (NSCP 417.4.3) NSCP 2015 Section 417: Pullout (NSCP 417.4.3).	NSCP 2015 Vol. 1 §417.4–§417.7`[NSCP_CONCRETE_ANCHORAGE]`	`BP_NSCP_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_NSCP_BLOWOUT` implemented	Side-face blowout (NSCP 417.4.4) NSCP 2015 Section 417: Side-face blowout (NSCP 417.4.4).	NSCP 2015 Vol. 1 §417.4–§417.7`[NSCP_CONCRETE_ANCHORAGE]`	`BP_NSCP_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_NSCP_ANCHOR_STEEL_V` implemented	Anchor steel — shear (NSCP 417.5.1) NSCP 2015 Section 417: Anchor steel — shear (NSCP 417.5.1).	NSCP 2015 Vol. 1 §417.4–§417.7`[NSCP_CONCRETE_ANCHORAGE]`	`BP_NSCP_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_NSCP_BREAKOUT_V` implemented	Concrete breakout — shear (NSCP 417.5.2) NSCP 2015 Section 417: Concrete breakout — shear (NSCP 417.5.2).	NSCP 2015 Vol. 1 §417.4–§417.7`[NSCP_CONCRETE_ANCHORAGE]` CCD projected-area geometry`[MECH_CCD_GEOMETRY]`	`BP_NSCP_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_NSCP_PRYOUT` implemented	Pryout (NSCP 417.5.3) NSCP 2015 Section 417: Pryout (NSCP 417.5.3).	NSCP 2015 Vol. 1 §417.4–§417.7`[NSCP_CONCRETE_ANCHORAGE]`	`BP_NSCP_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_NSCP_INTERACTION` implemented	Tension–shear interaction (NSCP 417.6) NSCP 2015 Section 417: Tension–shear interaction (NSCP 417.6).	NSCP 2015 Vol. 1 §417.4–§417.7`[NSCP_CONCRETE_ANCHORAGE]`	`BP_NSCP_HAND`	`A_CASTIN_HEADEDA_NO_ANCHOR_REINFA_STATICA_NORMALWEIGHT`
`BP_NSCP_DETAILING` implemented	Anchor detailing (NSCP 417.7) NSCP 2015 Section 417: Anchor detailing (NSCP 417.7).	NSCP 2015 Vol. 1 §417.4–§417.7`[NSCP_CONCRETE_ANCHORAGE]` Plan geometry — layout consistency`[MECH_LAYOUT]`	`BP_NSCP_HAND`	`A_CASTIN_HEADEDA_UNTORQUED`
`BP_NSCP_WELD` implemented	Column-to-plate welds (NSCP 510.2) LRFD fillet-weld group strength with directional increase and weld-size limits.	NSCP 2015 Vol. 1 §510.2 / §510.8`[NSCP_STEEL]` Elastic weld line-group demand`[MECH_WELD_LINE_GROUP]`	`BP_NSCP_HAND`	`A_STATICA_WELD_PROFILE`

Method 08

Load-case governing, overall governing, and status

Governing occurs at two levels: each check selects its most onerous load case, then the engine selects the most onerous implemented check.

1
Per-check evaluation
Every implemented resistance check receives the full load-case array and returns one result representing its highest utilisation or infeasible state. Its notes and intermediates retain the governing load-case index/label.
2
Candidate selection
The overall selector considers implemented checks with a numeric utilisation. Informational/layout rows without utilisation cannot hide a resistance result.
3
Failure retention
Failed checks remain eligible even when utilisation is non-finite. Impossible geometry or division-by-zero is not filtered away as a blank.
4
Finite governing
Among finite failures, the highest utilisation governs. If no check fails, the highest finite implemented utilisation governs.
5
Overall state
No governing numeric check produces Indeterminate. Any active out-of-scope trigger also forces Indeterminate. Otherwise utilisation ≤ 1.0 is Pass and > 1.0 is Fail.

u = \frac{E _{d}}{R _{d}} Pass if u \leq 1.000

Method 09

Units, rounding, and numerical behaviour

The calculation engine operates in canonical SI and returns unrounded floating-point values. Display formatting is intentionally downstream of resistance calculation.

Topic	Implementation	Review implication
Canonical quantities	Force N; length mm; stress MPa; moment N·mm; area mm²; angle degrees.	SI/US selection cannot change the physical result.
Boundary conversion	Unit fields convert display values to/from canonical SI. Reports format the same stored SI result in the selected system.	Compare calculations in physical units, not rounded screen strings.
Rounding	Result cards and reports round for presentation only; governing uses the raw utilisation.	A displayed 1.000 may be slightly below or above one—inspect status and higher-precision intermediates.
EN bearing iteration	Contact block and f_jd are iterated up to 60 cycles; convergence uses a tight relative/absolute pressure change criterion.	Unusual geometry should be independently reproduced if near the boundary.
CCD union	Axis-aligned projected rectangles are unioned by coordinate compression after clipping to member bounds.	Overlaps are counted once; edge truncation is explicit.
CHS weld	Combined throat-stress maxima are bracketed around angular local maxima and refined; direct-stress maximum is analytic.	The circular path is not approximated by a coarse polygon for resistance.
Infeasible states	Represented by non-finite utilisation and explicit notes, not coerced to zero.	Treat as failed equilibrium requiring geometry/load-path revision.
Determinism	Pure compute functions depend only on Inputs; timestamp is report metadata only.	A saved input state and engine version are reproducible.

Method 10

Assumptions, warnings, and out-of-scope triggers

Assumptions are attached to check definitions by stable ID and collected from the implemented checks that actually run. They are shown in the live result and report.

A_RIGID_PLATE

14 registered checks

The base plate is treated as rigid: bearing pressure is uniform over the contact block and anchor forces follow rigid-body statics (no plate-flexibility redistribution).

A_CENTRED

7 registered checks

The column is centred on the plate and the plate is centred on the concrete pedestal; the anchor pattern is symmetric about both plan axes.

A_CASTIN_HEADED

45 registered checks

Anchors are cast-in rods with a hex head or square plate ending. Post-installed (mechanical or adhesive) anchors are out of scope in v1.

A_UNTORQUED

3 registered checks

Cast-in anchor rods are treated as untorqued for minimum spacing and edge-distance detailing; no pretension is credited.

A_NO_ANCHOR_REINF

37 registered checks

No anchor (supplementary) reinforcement is relied upon — concrete failure modes are checked on the plain-concrete capacities.

A_NORMALWEIGHT

37 registered checks

Concrete is normal-weight (lightweight-concrete modification factor

λ = 1.0

A_GROUT

7 registered checks

The grout layer has at least the strength of the pedestal concrete and does not govern bearing; its thickness only increases the anchor shear lever arm where a route's sourced method says so.

A_PLATE_CANTILEVER

5 registered checks

Plate flexure uses a one-way cantilever measured from the exact column footprint to the plate edge, developing the plastic strip moment

F_{y} t^{2} /4

per unit width. Code-specific effective-width reductions (AISC DG1

m

n

λ n^{'}

; EN additional bearing width; ASI/CISC methods) and interior/two-way yield-line refinements are not credited — conservative for the outer-cantilever-governed plates typical of practice. Large, lightly loaded plates where an interior yield line could govern should be verified separately.

A_UNIAXIAL

14 registered checks

Moment acts about the section's major axis only; weak-axis and biaxial moment are out of scope in v1.

A_STATIC

46 registered checks

Loading is static. Fatigue and seismic anchor provisions are out of scope in v1.

A_WELD_PROFILE

5 registered checks

The column-to-plate weld is an equal-leg, continuous fillet along the modelled section profile, with effective throat equal to leg size divided by

2

. The I-section model includes the outer flange faces, inner flange returns, and both web faces; flange-tip returns are conservatively omitted.

Automatic scope rules

Rule ID	Trigger	Explanation	FEA recommendation
`OOS_MOMENT_ON_PINNED`	Moment on a pinned template	A pinned base plate assumes no moment transfer; a non-zero major-axis moment contradicts the template. Switch to the fixed template.	No
`OOS_PLATE_ASPECT`	Extreme plate aspect ratio	Plate length/width ratio beyond 3:1 invalidates the rigid-plate and cantilever-bending idealisations.	Yes
`OOS_THIN_PEDESTAL`	Pedestal thinner than anchor embedment	Anchor embedment exceeds the pedestal thickness — the assumed breakout geometry cannot form.	No
`OOS_THICK_GROUT`	Very thick grout pad	Grout pads thicker than ~100 mm fall outside common base plate practice; anchor shear lever-arm effects dominate and need dedicated assessment.	Yes

Engine-generated warnings

Every active out-of-scope explanation is copied into warnings and the overall state becomes Indeterminate.
A failed BP_LAYOUT adds a warning to resolve conflicts before relying on downstream checks.
Governing utilisation above 0.85 adds a quantified independent-review warning and sets FEA recommended.

Method 11

Validation evidence and automated verification

The base-plate validation registry currently contains 12 fixtures with 61 expected demand/utilisation ranges. These are executable evidence, not narrative examples.

Validation ID	Route / source	Case	Expected checks	Tolerance
`BP_EC3_WELD_RHS_UPLIFT`	Eurocode EN 1993-1-8:2005	EN 1993-1-8:2005 §4.5.3.2 — RHS all-around weld under pure uplift	1	rel 0.005
`BP_EC3_BEARING_HAND`	Eurocode EN 1992-1-1:2004	EN 1993-1-8 §6.2.5 / EN 1992-1-1 §6.7 — centred rectangular bearing area	1	rel 0.005
`BP_EC3_COMP_TSTUB_P398_E1`	Eurocode SCI P398 — Joints in Steel Construction	SCI P398 Appendix E Example E.1 — I-column compression T-stub	1	rel 0.01
`BP_EC3_COMP_TSTUB_RHS_HAND`	Eurocode EN 1993-1-8:2005	EN 1993-1-8 §6.2.5 — concentric RHS annular compression T-stub (hand)	1	rel 0.02
`BP_EC3_TENS_TSTUB_HAND`	Eurocode EN 1993-1-8:2005	EN 1993-1-8 §6.2.6 / Table 6.2 — tension T-stub, thick-plate uplift (Mode 3)	1	rel 0.005
`BP_EC3_FRICTION_HAND`	Eurocode EN 1993-1-8:2005	EN 1993-1-8:2005 §6.2.2 — friction plus EN 1992-4 steel shear of holding-down bolts	1	rel 0.01
`BP_AISC_ACI_HAND`	AISC / ACI ACI 318-25	AISC 360-16 J2/J8 and ACI 318-25 Chapters 17/22 — independent SI hand case	14	rel 0.005 · abs 1e-9
`BP_AS_HAND`	Australia AS 3600:2018	AS 3600:2018 12.6 and AS 4100:2020 9.6 — independent SI hand case	3	rel 0.005
`BP_CSA_HAND`	Canada CSA A23.3-04	CSA A23.3-04 10.8 and Annex D — independent SI hand case	12	rel 0.005 · abs 1e-9
`BP_NSCP_HAND`	Philippines NSCP 2015 Vol. 1	NSCP 2015 417 and 510 — independent SI hand case	12	rel 0.005 · abs 1e-9
`BP_EN19924_HAND`	Eurocode EN 1992-4:2018	EN 1992-4:2018 §7.2 — interior 4-anchor group, uplift + shear	7	rel 0.01 · abs 1e-9
`BP_AS5216_HAND`	Australia AS 5216:2021	AS 5216:2021 §6 / AS 4100 §9.2.2 — interior 4-anchor group, uplift + shear	7	rel 0.01 · abs 1e-9

Validation layers

Independent hand ranges

Closed-form SI cases assert demand and utilisation windows for bearing, welds, plate strips, anchors, interaction, detailing, and base shear.

Published benchmark

SCI P398 Appendix E Example E.1 exercises the EN I-column compression T-stub and effective-area iteration.

Mechanics unit tests

Anchor layout/distribution, bearing regimes, projected-area unions, section/weld geometry, throat stresses, route activation, reports, and hollow compression paths have dedicated tests.

Standards gate

Implemented checks must have compute functions, source IDs, non-documentation source basis, and referenced validation cases; invalid registry structure fails the build gate.

Unit invariance

Every calculator pack is rerun through SI/US conversions and compared at engine-result level.

PDF smoke

Entitled and watermarked preview reports are rendered for every pack so result/source/report changes cannot silently break the deliverable.

Method 12

Complete source and confidence registry

The live registry contains 35 source entries. 2 are explicitly documentation-only; several filed-basis notes also disclose reconstructed constants or missing primary PDFs.

MECH_LAYOUTPublic mechanics

Plan geometry — layout consistency

4 checks

Pure plan-geometry consistency: plate must envelope the column profile; anchors must fall on the plate and on the pedestal; pedestal must envelope the plate; anchors must clear the column profile. No code coefficients.

BP_LAYOUTBP_ACI_DETAILINGBP_CSAD_DETAILINGBP_NSCP_DETAILING

MECH_BEARING_EQUILIBRIUMPublic mechanics

Rigid-plate bearing equilibrium

7 checks

Statics of a rigid plate on a uniform rectangular stress block, with an anchor-row tension couple for large eccentricity. The permitted peak pressure is always supplied by a sourced code check; the kernel resolves equilibrium only.

BP_AISC_CONC_BEARINGBP_AISC_MOMENT_INTERFACEBP_EC3_BEARING_FJDBP_EC3_BASE_SHEARBP_AS3600_BEARINGBP_CSA_BEARINGBP_NSCP_CONC_BEARING

MECH_WELD_LINE_GROUPPublic mechanics

Elastic weld line-group demand

5 checks

Classical elastic line method:

f_{z} = N / L_{w} + M c / I_{w}

f_{v} = V / L_{w}

, resultant

f_{z}^{2} + f_{v}^{2}

per unit length. Capacities and directional factors belong to the sourced route checks.

BP_AISC_WELDBP_EC3_WELDBP_AS4100_WELDBP_CSA_WELDBP_NSCP_WELD

MECH_PLATE_BENDINGPublic mechanics

Cantilever plate-bending limit state

5 checks

Classical strip mechanics: a base-plate strip projecting past the loaded footprint reaches its plastic moment

M_{pl} = F_{y} t^{2} /4

per unit width under the bearing or anchor demand (

M = q l^{2} /2

on the compression side;

M = T l / w_{e f f}

on the tension side). The cantilever length is taken from the exact column footprint with no effective-width reduction, so the check is conservative relative to code-specific effective-width methods; the plate yield stress

F_{y}

is user-supplied and the flexural resistance factor comes from the route's sourced steel code.

BP_AISC_PLATE_BEND_COMPBP_AISC_PLATE_BEND_TENSBP_AS_PLATE_BENDBP_CSA_PLATE_BENDBP_NSCP_PLATE_BEND

MECH_CCD_GEOMETRYPublic mechanics

CCD projected-area geometry

10 checks

Union of idealised breakout rectangles clipped to the member — the geometric half of the concrete capacity design method shared by ACI 318 Ch.17, EN 1992-4, AS 5216 and CSA A23.3 Annex D. All spread scales and strength constants are supplied by the sourced route checks.

BP_ACI_BREAKOUT_TBP_ACI_BREAKOUT_VBP_EN19924_CONEBP_EN19924_EDGE_VBP_AS5216_CONEBP_AS5216_EDGE_VBP_CSAD_BREAKOUT_TBP_CSAD_BREAKOUT_VBP_NSCP_BREAKOUT_TBP_NSCP_BREAKOUT_V

AISC360_J8Filed / engineer basis

AISC 360-16 · 2016 · §J8

2 checks

Bearing strength of concrete under a steel base plate (with confinement increase limited by the supporting area ratio).

BP_AISC_CONC_BEARINGBP_AISC_MOMENT_INTERFACE

AISC_DG1Documentation only

AISC Design Guide 1 · 3rd ed. (2024)

3 checks

Base connection design methodology: cantilever plate bending (m, n, λn′) for wide-flange columns, HSS/pipe projected-dimension variants, small/large-moment bearing interface, tension-side plate bending and anchor force distribution.

BP_AISC_PLATE_BEND_COMPBP_AISC_MOMENT_INTERFACEBP_AISC_PLATE_BEND_TENS

AISC360_F1Filed / engineer basis

AISC 360-16 · 2016 · §F1

2 checks

Flexural design basis for the steel plate: resistance factor φ_b = 0.90 applied to the plastic flexural strength of the base-plate strip.

BP_AISC_PLATE_BEND_COMPBP_AISC_PLATE_BEND_TENS

AISC360_J2Filed / engineer basis

AISC 360-16 · 2016 · §J2.4 / Tables J2.4–J2.5

1 check

Fillet weld strength including directional strength increase; minimum and maximum weld sizes.

BP_AISC_WELD

ACI318_17_TENSIONFiled / engineer basis

ACI 318-25 · 2025 · §17.6

4 checks

Anchor tension failure modes: steel strength, concrete breakout (CCD), pullout of headed anchors, side-face blowout.

BP_ACI_ANCHOR_STEEL_TBP_ACI_BREAKOUT_TBP_ACI_PULLOUTBP_ACI_BLOWOUT

ACI318_17_SHEARFiled / engineer basis

ACI 318-25 · 2025 · §17.7

3 checks

Anchor shear failure modes: steel strength, concrete breakout toward an edge, concrete pryout.

BP_ACI_ANCHOR_STEEL_VBP_ACI_BREAKOUT_VBP_ACI_PRYOUT

ACI318_17_INTERACTIONFiled / engineer basis

ACI 318-25 · 2025 · §17.8

1 check

Combined tension–shear interaction for anchors.

BP_ACI_INTERACTION

ACI318_17_DETAILINGFiled / engineer basis

ACI 318-25 · 2025 · §17.9

1 check

Minimum spacing, edge distance and member-thickness detailing requirements for cast-in anchors.

BP_ACI_DETAILING

ACI318_BEARINGFiled / engineer basis

ACI 318-25 · 2025 · §22.8

1 check

Design bearing strength of concrete including the supporting-area (confinement) increase.

BP_AISC_CONC_BEARING

EC3_625Filed / engineer basis

EN 1993-1-8:2005 · §6.2.5

2 checks

Column base in compression: the equivalent T-stub resistance is the joint bearing strength times its effective area. Plate bending limits the additional bearing width c around the physical component. I/H uses the flange rectangle; RHS/CHS use the annular strip A_outer−A_inner (unifying P_col(t+2c) / π(d−t)(t+2c) and filled-hole cases) for concentric compression, and a compressed-face strip under moment. Hollow A_eff follows established UK/EN practice; the engineer of record is responsible until a hollow worked-example PDF is filed.

Example: SCI P398 Appendix E, Example E.1, compression T-stub under the compression flange.

BP_EC3_BEARING_FJDBP_EC3_COMP_TSTUB

EC3_TSTUB_TENSIONFiled / engineer basis

EN 1993-1-8:2005 · §6.2.6.11–6.2.6.12 / Table 6.2

1 check

Base plate in bending and anchor bolts in tension: equivalent T-stub failure modes 1–3 including prying, with circular (

2 π m

) and non-circular (

4 m + 1.25 e

) effective lengths and

M_{pl} = 0.25 l_{eff} t^{2} f_{y} / γ_{M 0}

Example: Independent SI hand case BP_EC3_TENS_TSTUB_HAND — thick-plate I-column under pure uplift (anchor-governed Mode 3).

BP_EC3_TENS_TSTUB

EC3_BASE_SHEARFiled / engineer basis

EN 1993-1-8:2005 · §6.2.2

1 check

Base shear resistance: friction under the compressed part (

C_{f, d} N_{c, E d}

) plus holding-down bolt steel shear

n V_{R d, s}

from EN 1992-4 §7.2.2.3. Concrete edge breakout and pryout remain in the separate EN 1992-4 suite.

BP_EC3_BASE_SHEAR

EC3_WELDSFiled / engineer basis

EN 1993-1-8:2005 · 2005 · §4.5.3.2 (directional method)

1 check

Directional fillet-weld check on the throat. The combined stress is limited by the weaker joined-part strength divided by

β_{w} γ_{M 2}

, with a separate tensile stress limit normal to the throat. The correlation factor follows the weaker parent-steel grade.

Example: Independent closed-weld-group hand case BP_EC3_WELD_RHS_UPLIFT; method cross-checked against the existing Access Steel-style EC3 weld fixture.

BP_EC3_WELD

EC2_67Filed / engineer basis

EN 1992-1-1:2004 · §6.7

2 checks

Concentrated concrete bearing resistance for a uniformly loaded area, increased by the square root of the design-distribution-area ratio and capped at three times the base concrete design stress.

Example: Independent rectangular partially-loaded-area case BP_EC3_BEARING_HAND.

BP_EC3_BEARING_FJDBP_EC3_COMP_TSTUB

SCI_P398_BASEPLATEBenchmark derived

SCI P398 — Joints in Steel Construction · 2013 · §5.7 / Appendix E

1 check

Public worked-example benchmark applying EN 1993-1-8 §6.2.5 to an I/H-column base plate, including compression-force equilibrium, additional bearing width and effective bearing area.

Example: Example E.1 — unstiffened column base plate, compression T-stub.

BP_EC3_COMP_TSTUB

EN19924_TENSIONFiled / engineer basis

EN 1992-4:2018 · §7.2.1

6 checks

Cast-in headed fastener tension modes: steel

A_{s} f_{u k} / γ_{M s}

; concrete cone

N_{R k, c}^{0} = k_{1} f_{c k} h_{e f}^{1.5}

(

k_{1} = 8.9

cracked /

12.7

uncracked) with the CCD projected-area ratio and

ψ_{s, N} / ψ_{r e, N} / ψ_{ec, N}

; pullout

k_{2} A_{h} f_{c k}

(

k_{2} = 7.5

); splitting (omission thresholds) and side blowout

k_{5} c A_{h} f_{c k}

;

γ_{M c} = 1.5

. Reconstructed from the published CCD method (the EN 1992-4 PDF is not in the supplied set); values are the engineer-of-record's responsibility until the standard is filed.

Example: Independent SI hand case BP_EN19924_HAND — interior 4-anchor group, uplift + shear.

BP_EC3_TENS_TSTUBBP_EN19924_STEEL_TBP_EN19924_CONEBP_EN19924_PULLOUTBP_EN19924_SPLITTINGBP_EN19924_BLOWOUT

EN19924_SHEARFiled / engineer basis

EN 1992-4:2018 · §7.2.2

4 checks

Cast-in headed fastener shear modes: steel

0.5 A f_{u k} / γ_{M s}

; concrete edge breakout

V_{R k, c}^{0} = k_{9} d_{nom}^{α} ℓ_{f}^{β} f_{c k} c_{1}^{1.5}

(

k_{9} = 1.7

cracked /

2.4

uncracked) with the CCD face-area ratio and

ψ_{s, V} / ψ_{h, V}

; pryout

k_{8} N_{R k, c}

(

k_{8} = 1

2

);

γ_{M c} = 1.5

. Reconstructed from the published CCD method; the engineer of record is responsible for the constants until the EN 1992-4 PDF is filed.

Example: Independent SI hand case BP_EN19924_HAND.

BP_EC3_BASE_SHEARBP_EN19924_STEEL_VBP_EN19924_EDGE_VBP_EN19924_PRYOUT

EN19924_INTERACTIONFiled / engineer basis

EN 1992-4:2018 · §7.2.3

1 check

Combined tension–shear interaction: steel

β_{N}^{2} + β_{V}^{2} \leq 1

and concrete

β_{N}^{1.5} + β_{V}^{1.5} \leq 1

, the more onerous governing. Reconstructed from the published method.

Example: Independent SI hand case BP_EN19924_HAND.

BP_EN19924_INTERACTION

AS3600_BEARINGFiled / engineer basis

AS 3600:2018 · 2018 · §12.6

1 check

Design bearing stress on concrete surfaces with the supporting-area increase.

BP_AS3600_BEARING

ASI_BASEPLATEDocumentation only

ASI Structural Connections series

0 checks

Australian industry methodology for pinned and moment base plates (plate bending, anchor force distribution). AS 4100 itself contains no explicit base plate method.

AS4100_BENDINGFiled / engineer basis

AS 4100:2020 · 2020 · §3.4 / §5.1

1 check

Capacity factor φ = 0.90 for the bending section capacity of the steel base plate.

BP_AS_PLATE_BEND

AS4100_WELDSFiled / engineer basis

AS 4100:2020 · 2020 · §9.6

1 check

Fillet weld capacity (SP/GP categories) per unit length of weld.

BP_AS4100_WELD

AS4100_RODSFiled / engineer basis

AS 4100:2020 · 2020 · §9.2.2

2 checks

Threaded rod capacity in the capacity-factor format:

ϕ = 0.8

, tension

N_{t f} = A_{s} f_{u f}

, shear

V_{f} = 0.62 f_{u f} k_{r} A

(

k_{r} = 1.0

for a non-lap base connection). Reconstructed from the AS 4100 limit-states format (the §9.2.2 bolt pages are absent from the supplied AS 4100 scan); values are the engineer-of-record's responsibility until they are filed.

Example: Independent SI hand case BP_AS5216_HAND.

BP_AS4100_ROD_TBP_AS5216_STEEL_V

AS5216Filed / engineer basis

AS 5216:2021 · §6

7 checks

Design of cast-in fastenings, aligned with EN 1992-4: concrete cone, pullout, splitting, edge breakout, pryout and interaction share the EN 1992-4 CCD constants and

γ_{M c} = 1.5

. Reconstructed from the published CCD method (the AS 5216 PDF is not in the supplied set); values are the engineer-of-record's responsibility until the standard is filed.

Example: Independent SI hand case BP_AS5216_HAND.

BP_AS5216_CONEBP_AS5216_PULLOUTBP_AS5216_SPLITTINGBP_AS5216_STEEL_VBP_AS5216_EDGE_VBP_AS5216_PRYOUTBP_AS5216_INTERACTION

CSA_S16_PLATEFiled / engineer basis

CSA S16:19 · 2019 · §13.5 / §25.3

1 check

Steel resistance factor φ = 0.90 applied to the plastic flexural strength of the base-plate strip. Reconstructed from the CSA S16 limit-states format (the supplied CSA-S16-14 file is a SAP2000 manual, not the standard); values are the engineer-of-record's responsibility until the CSA S16 standard is filed.

BP_CSA_PLATE_BEND

CSA_A233_BEARINGFiled / engineer basis

CSA A23.3-04 · 2004 · §10.8

1 check

Factored concrete bearing resistance including the supporting-area increase.

BP_CSA_BEARING

CSA_A233_ANNEXDFiled / engineer basis

CSA A23.3-04 · 2004 · Annex D

9 checks

Anchorage to concrete: steel, breakout, pullout, blowout, pryout and interaction with CSA material resistance factors.

BP_CSAD_STEEL_TBP_CSAD_BREAKOUT_TBP_CSAD_PULLOUTBP_CSAD_BLOWOUTBP_CSAD_STEEL_VBP_CSAD_BREAKOUT_VBP_CSAD_PRYOUTBP_CSAD_INTERACTIONBP_CSAD_DETAILING

CSA_S16_WELDSFiled / engineer basis

CSA S16:19 · 2019 · §13.13.2.2

1 check

Fillet weld factored shear resistance per unit length,

V_{r} = 0.67 ϕ_{w} A_{w} X_{u} (1 + 0.5 sin^{1.5} θ)

, with

ϕ_{w} = 0.67

and the matching-electrode directional increase. Reconstructed from the CSA S16 limit-states format (the supplied CSA-S16-14 file is a SAP2000 manual, not the standard); values are the engineer-of-record's responsibility until the CSA S16 standard is filed.

Example: Independent SI hand case BP_CSA_HAND — RHS all-around fillet under axial + shear.

BP_CSA_WELD

NSCP_STEELFiled / engineer basis

NSCP 2015 Vol. 1 · 7th ed. (2015) · §510.2 / §510.8

3 checks

Philippine steel provisions mirroring AISC 360-10 — bearing on concrete and weld strength. Implemented as an edition-parameterised variant of the AISC route with NSCP-specific refs.

BP_NSCP_CONC_BEARINGBP_NSCP_PLATE_BENDBP_NSCP_WELD

NSCP_CONCRETE_ANCHORAGEFiled / engineer basis

NSCP 2015 Vol. 1 · 7th ed. (2015) · §417.4–§417.7

9 checks

Philippine cast-in anchorage provisions: tension, shear, interaction and detailing.

BP_NSCP_ANCHOR_STEEL_TBP_NSCP_BREAKOUT_TBP_NSCP_PULLOUTBP_NSCP_BLOWOUTBP_NSCP_ANCHOR_STEEL_VBP_NSCP_BREAKOUT_VBP_NSCP_PRYOUTBP_NSCP_INTERACTIONBP_NSCP_DETAILING

Method 13

Report assembly, reproducibility, and version control

The report model is assembled from the same Inputs and Results objects shown in the workspace. No independent spreadsheet or second calculation path exists for PDF output.

Report element	Source	Reproducibility role
Header	Project, client, revision, generated UTC time, unit system, exact route label.	Identifies the calculation issue and design basis.
Input summary	Canonical input state formatted into selected display units.	Allows independent recreation of geometry, materials, anchors, welds, factors, and load cases.
Schematic	Same SVG geometry renderer used in live results.	Visual cross-check of arrangement, anchor pattern, embedment and key dimensions.
Governing result	Engine overall status and selected governing CheckResult.	Records decisive check, utilisation and FEA recommendation.
Check table	Every implemented route result plus any unavailable/out-of-scope placeholders.	Preserves demand, capacity, utilisation, status, notes and equations.
Warnings / assumptions	Engine-collected scope rules and assumption IDs used by active checks.	Prevents a clean result table from obscuring model conditions.
Source register	Unique SourceRefs cited by the active route’s check definitions.	Records code, edition, clause and paraphrased methodology note.
Footer	Engine v0.4.0 and unit system.	Binds numerical output to a released engine state.

Shared URLs serialise the calculator input state, while saved reports preserve the generated calculation record. For formal issue, archive the report with the analysis reaction source, connection drawing, design basis, supplementary foundation/reinforcement calculations, and any refined analysis.

Change-control principle

A source edition, formula, resistance factor, geometry kernel, check list, or validation tolerance change is an engine change—not a copy edit. Such changes should update the engine version, validation fixtures, standards verification, methodology register, and report evidence together.

Method 14

Limitations and engineer-of-record responsibilities

The calculator is a preliminary design and verification tool. Its result is only one part of a complete column-base and foundation design.

Confirm the governing code edition, amendments, jurisdiction, National Annex and project factors.

Supply concurrent factored actions and verify the global pinned/fixed idealisation.

Verify actual material properties, anchor thread/head data, cracking classification, cover, grout and tolerances.

Design the column, pedestal/footing, reinforcement, soil/piles, shear-transfer system and erection condition separately.

Assess weak-axis/biaxial actions, torsion, eccentric arrangements, stiffness and local nonlinear behaviour outside this model.

Apply seismic, fatigue, cyclic, impact, fire, durability and accidental-action provisions where required.

Resolve every warning, infeasible state, source qualification and out-of-scope flag before reliance.

Independently reproduce near-limit, unusual or high-consequence designs and use refined analysis when the idealisations are not representative.

Reliance statement

A numerical pass means the implemented checks are within their stated resistance limits for the entered data and assumptions. It does not approve the connection, prove complete code compliance, or transfer professional responsibility from the engineer who selects the model, verifies the inputs, reviews the omitted behaviours, and issues the design.

Open the calculator Read the complete user guide AISC official standards ↗EN 1992-4 commentary ↗AS 5216 catalogue ↗